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62d Congress) <?kna'pk \ Document 

7a7 Sess^ion I '^ ^ ^ / No. 105 



PRESERVATION OF 
NIAGARA FALLS 



MESSAGF FROM THE 
PRESIDENT OF THE UNITED STATES 

TKANSMirriNi; 

INFORMATION RELATIVE TO SCIENTIFIC 

INVESTIGATIONS MADE BY CERTAIN 

OFFICERS OF THE WAR DEPARTMENT 

FOR THE PRESERVATION OF 

NIAGARA FALLS 




August 21, 1911.— Read, referred to the Committee ou Commerce 
and ordered to be printed, with illustrations 



WASlllNGION 
1911 



U. S. Lake Survey. Preservation of Niagara Falls. 



14 




■f^m^'Mi/wf^'ny^f^ I— -^ 



Xovembcr .-y, lyoo; River tlisijliargc .'40,000 i-ubic ItfL per sL-cuiiii. 



62D CONGRESS I • SENATE 1 ^nJ!™ 



1st Session 



PRESERVATION OF 
NIAGARA FALLS 



MESSAGE FROM THE 
PRESIDENT OF THE UNITED STATES 

TRANSMITTING 

INFORMATION RELATIVE TO SCIENTIFIC 

INVESTIGATIONS MADE BY CERTAIN 

OFFICERS OF THE WAR DEPARTMENT 

FOR THE PRESERVATION OF 

NIAGARA FALLS 



t\ 



, 'O . V.sSc^~n CX'^^^ 




August 21, 1911.— Read, referred to the Committee on Commerce 
and ordered to be printed, with illustrations 



WASHINGTON 
1911 



2£f 



rv..l>..ii.ilNli.i:tir,.l--.ill' 




Vovcinlii-f J7, H)o6; Rivi-r ihM-bari;c )40,ooo cubic feci jht srcond. 



AMERICAN FALLS FROM CANADIAN SIDE. 



4 IvIST OP ILLUSTRATIONS. 

Plate 15. American Channel, typical vertical curve. 

16. American Rapids above Goat Island Bridge, November 21, igo6 (discharge 181,000 cubic feet per second), 

and November 22, 1906 (discharge 261,000 cubic feet per second). (Photographs.) 

17. American Falls from Canadian side, November 21, 1906 (discharge 180,000 cubic feet per second), and 

November 22, 1906 (discharge 266,000 cubic feet per second). (Photographs.) 
iS. American Falls from Goat Island, November 21, 1906 (discharge 180,000 cubic feet per second), December 15, 
1906 (discharge 223,000 cubic feet per second), and November 27, 1906 (discharge 242,000 cubic feet per 
second). (Photographs.) 

19. American Falls from Canadian side, November 22, 1906 (discharge 263,000 cubic feet per second). (Photo- 

graph.) 

20. American Falls from Canadian side, December 4, 1906 (discharge 191,000 cubic feet per second). (Photo- 

graph.) 

21. East end of Horseshoe Falls from Canadian side, December 14, 1906 (discharge 185,000 cubic feet per second), 

December 5, 1906 (discharge 197,000 cubic feet per second), and November 27, 1906 (discharge 244,000 
cubic feet per second). (Photographs.) 

22. Horseshoe Falls from Goat Island, December 5, 1906 (discharge 196,000 cubic feet per second), December 9 

1906 (discharge 200,000 cubic feet per second), and December 15, 1906 (discharge 223,000 cubic feet per 
second). (Photographs.) 

23. Horseshoe Falls from Goat Island, December 14, 1906 (discharge 185,000 cubic feet per second). (Photo- 

graph.) 

24. Horseshoe Falls from Goat Island, December 15, 1906 (discharge 223,000 cubic feet per second). (Photo- 

graph.) 

25. Horseshoe Falls and Rapids from Canadian side, December 12 , 1906 (discharge 209,000 cubic feet per second). 

(Photograph.) 

26. American Fall from Canadian side, November 27, 1907 (discharge 246,000 cubic feet per second). (Photo- 

graph.) 

27. Niagara Falls Power Co. Map of mtake canal. 

28. Niagara Falls Power Co. Profiles. (Hydraulic section No. i. Hydraulic section No. 2. Intake canal.) 

29. Nic^ara Falls Power Co. Vertical velocity curves, hydraulic section No. i. Transverse velocity curve at 

four-tenths depth, hydraulic section No. i. 

30. Niagara Falls Power Co. Vertical velocity curves, hydraulic section No. 2. Transverse velocity curve at 

four-tenths depth, hydraulic section No. 2. 

31. Niagara Falls Power Co.-Intemational Paper Co. canal. Hydraulic section No. 2. Profile. Vertical 

velocity curves. Transverse curve velocities at four-tenths depth. 

32. Niagara Falls Power Co. Relation between discharge and slope. 

33. Niagara Falls Power Co. Daily variation in water consumption. From observations on October 3 and 4, 1907. 
330. Niagara Falls Power Co. Mean daily variation in discharge by conveyor meter. 

34. The Niagara Falls Hydraulic Power & Manufacturing Co. Main Street hydraulic section and adjacent 

topography. Profile. Hydraulic section. 

35. Niagara Falls Hydraulic Power & Manufacturing Co. Main Street section. \^ertical and transverse velocity 

curves. 

36. The Niagara Falls Hydraulic Power & Manufacturing Co. New York Central hydraulic section. Profile and 

transverse velocity curve. 

37. The Niagara Falls Hydraulic Power & Manufacturing Co. New York Central hydraulic section. Sketch of 

section and adjacent topography. Vertical velocity curves. 

38. The Niagara Falls Hydraulic Power & Manufacturing Co. New York Central and Main Street sections. 

Discharge comparison of September 5, 1907. 

39. The Niagara Falls Hydraulic Power & Manufacturing Co. Main Street section. Hourly variation and 

discharge. 
39a. The Niagara Falls Hydraulic Power & Manufacturing Co. Slope in canal August i to December 12, 1907. 

40. Sketch showing location of hydraulic section, Erie Canal at Buffalo, N. Y. 

41. Hydraulic section, Erie Canal. Soundings. 

42. Erie Canal. Mean cross section of discharge section. 

43. Erie Canal. Transverse velocity curve. 

44. Discharge of Erie Canal. Typical vertical velocity curve. 

REPORT OF SEPTEMBER 21, 1909. 

1. Niagara Falls Power Co. Map of intake canal. 

2. Niagara Falls Power Co. Fall from Grass Island to section with respect to the water used. 

3. Niagara Falls Power Co. Relation between valve opening and kilowatts. 

4. Niagara Falls Power Co. Efficiency curves. Power house No. i. 
5 Niagara Falls Power Co. Efficiency curves. Power house No. 2. 

6. Niagara Falls Power Co. Efficiency curves. Percentage efficiency, power house No. i and power house 

No. 2. 

7. Niagara Falls Power Co. Water consumption by turbines. 



LETTER OF TRANSMITTAL. 



To the Senate and House of Representatives : 

The act of Congress approved June 29, 1906, "For the control and regulation of the waters of 
Niagara River, for the preservation of Niagara Falls, and for other purposes," committed certain 
duties to the Secretary of War which required extensive scientific investigations in order to obtain 
the information essential to intelligent action. In accordance with a recommendation of the Secre- 
tary of War contained in a letter to me of the 19th instant, I am transmitting herewith, for the 
information of Congress, reports of those investigations, made by the officer in charge of the survey 
of the northern and northwestern lakes, dated November 30, 1908, and September 21, 1909, which, 
as explained in the letter of the Secretary of War, also transmitted herewith, have hitherto been 
retained for the assistance of the executive branch of the Government. 

A final report of the proceedings of the War Department in connection with the act referred to 
will be included in the forthcoming annual report. 

Wm. H. Taft. 

The White House, August 21, 1911. 

S 



LETTERS OF SUBMITTAL. 



War Department, 
Office of the Secretary, 

Washington, August ig, igii. 
The President: 

The act of Congress approved June 29, 1906, "For the control and regulation of the watersof 
Niagara River, for the preservation of Niagara Falls, and for other purposes," authorized the Secre- 
tary of War to grant permits for the diversion of water from the Niagara River for the creation of 
power to an aggregate amount of 15,600 cubic feet per second, and it also authorized him to grant 
permits for the diversion of additional amounts of water for power purposes after the approximate 
amount of 15,600 feet per second had been diverted for a period of not less than six months, but 
only to such additional amount "if any, as in connection with the amount diverted on the Canadian 
side, shall not injure or interfere with the navigable capacity of said river, or its integrity and proper 
volume as a boundary stream, or the scenic grandeur of Niagara Falls." 

It was early recognized that the information necessary for intelligent action upon matters of such 
complex character could only be acquired by extended observations of a precise and difficult nature, 
and the local study of the questions involved was therefore assigned soon after the approval of the act 
to the officer in charge of the survey of the northern and northwestern lakes, then conducting opera- 
tions in the vicinity of Niagara Falls. 

Comprehensive and valuable reports on the subject, submitted by that officer, November 30, 
1908, and September 21, 1909, have hitherto been retained for the assistance of the executive branch 
of the Government; but as the provisions of the act of June 29, 1906, as extended by the joint reso- 
lution approved June 3, 1909, expired by limitation on the 29th of June last, and as the executive 
departments have no further duty to perform in connection with that act, I submit herewith the reports 
in question and recommend that they now be transmitted to Congress. 

A final report of the proceedings under the provisions of the act referred to will be included 
with my forthcoming annual report. 

Very respectfully, Henry L. Stimson, 

Secretary of War. 

War Department, 
Office of the Chief of Engineers, 

Washington, January 21, igog. 
The Secretary of War. 

Sir: I have the honor to submit herewith a report of Maj. Charles Keller, Corps of Engineers, 
in charge of the survey of the northern and northwestern lakes, on the investigations concerning 
Niagara River and Falls, made under allotments authorized by the Secretary of War from the appro- 
priation of June 29, 1906, in connection with the "Act for the control and regulation of the waters 
of Niagara River, for the preservation of Niagara Falls, and for other purposes." 

2. The investigations were commenced in 1906, continued in 1907 and 1908, and have been of a 
most thorough and searching character, and Major Keller and his assistants are entitled to great 
credit for their execution of this complex, difficult, and dangerous work. 

3. By authority of the act mentioned. War Department permits have been granted for the 
diversion for power purposes, of 500 cubic feet of water per second from the Erie Canal and 15,100 
cubic feet per second on the American side of the Niagara River at Niagara Falls; also for the trans- 
mission of 158,500 electrical horsepower from Canada, with an additional amount of 1,500 electrical 
horsepower reser\-ed to await the decision of the Dominion Government in the controversy between 
the International Railway Co. and the commissioners of Queen Victoria Park. 

7 



8 LETTERS OF SUBMITTAL. 

4. Maj. Keller's conclusions are in efifect that the diversion of the maximum amount of water at 
present authorized on the American side for power purposes, together with the diversion on the 
Canadian side of all the water needed to generate the power at present permitted to be imported into 
the United States will not injure nor interfere with the navigable capacity of the Niagara River, nor 
with its integrity or proper volume as a boundary stream, but that the existing diversions have| 
already seriously interfered with and injured the scenic grandeur of Niagara Falls at the Horseshoe,; 
which injury and interference wdll be emphasized by the efifects of lower stages sure to recur on LakeL 
Erie and the upper lakes due to natural causes. 

5. He further states that, in his opinion, the damage already done and that which may be' 
anticipated from further diversions and from lower stages in Lake Erie may be largely, if not entirely, ' 
remedied by a submerged dam placed in the bed of the river immediately above Horseshoe Fall, 
with the object of diverting a portion of the great volume passing over the center or apex of the 
Horseshoe, so as to increase the streams feeding the depleted ends of that fall, and, incidentally, ■ 
diminishing the rate of recession of the apex. 

6. He also shows that the investigations have established a real, though relatively small, reduc- 
tion in the depth of Lake Erie and all of its harbors, amounting to 0.07 foot for the present authorized 
diversion. As each inch of draft for a modern lake freighter is the equivalent of from 80 to 100 tons 
of profitable cargo, the aggregate loss per season for the entire fleet using Lake Erie ports as terminals 
becomes a very large amount. The harbors on Lake Erie have been dredged and improved at large 
expense to the United States, and the right of the National Government to prevent even slight 
injury to these public works would seem a matter absolutely beyond question. He suggests the 
prohibition of all diversions when the lake reaches elevation 571.5 and the total authorized diversion 
only when the elevation is 572 or more. In this connection he presents as worthy of consideration 

1^ the suggestion of Assistant Engineer F. C. Shenehon that the power companies be permitted to use 
/'half the flow of the river between sunset and sunrise as compensation for restrictions necessarily 
jimposed. 

7. He also discusses the possibility of further concessions to the power companies and suggests, 
in case such course seems desirable, certain conditions designed to bring about a greater economy in 
the production of power and the elimination of unsightly features. 

8. These invesdgations were undertaken primarily for the assistance of the Secretary of War in 
connection with the responsibilities committed to him by the act of Congress of June 29, 1906, but, 
in view of the widespread interest in the matter and the gra\'ity of the situation as disclosed by the 
careful and unprejudiced obser\rations of the Lake Sun.'ey, I recommend that Major Keller's report 
be transmitted to Congress, together with the report of Assistant Engineer Shenehon and its accom- 
panying illustrations. 

Very respectfully, W. L. Marsh.\ll, 

Chief of Engineers, U. S. Army. 



PRESERVATION OF NIAGARA FALLS. 



REPORT OF NOVEMBER 30, 1908. 

Detroit, Mich., November 30, 1908. 
The Chief of Engineers, U. S. Army, 

Washington, D. C. 
General: The second section of the act of Congress approved June 29, 1906, entitled "An 
act for the control and regulation of the waters of Niagara River, for the preservation of Niagara 
Falls, and for other purposes," authorized the Secretary of War to grant permits for the diversion, 
in the United States, of water from the Niagara River or its tributaries, not exceeding, to any one 
individual, company, or corporation a maximum amount of 8,600 cubic feet per second, and not 
exceeding, for all permits, a total of 15,600 cubic feet per second. The Secretary of War was further 
authorized to grant "revocable permits" for the diversion of additional amounts of water, but not 
until the full amount above mentioned, 15,600 cubic feet per second, had been diverted in the State 
of New York, for a period of not less than six months, and then additional diversion was to be 
permitted only to such amount as — 

in connection with the amount diverted on the Canadian side, shall not injure or interfere with the navigable capacity 
of the river, its integrity or proper volume as a boundary stream, or the scenic grandeur of Niagara Falls. 

On July 17, 1906, the Chief of Engineers called the attention of the officer then in charge of the 
Lake Survey, the late Lieut. Col. James L. Lusk, Corps of Engineers, to these provisions of the 
above act, and directed him to consider the problems involved in enforcing them, and to make such 
arrangements as could be made to furnish the information that would undoubtedly be called for 
in connection with the questions arising during the life of the act. 

With this in view, a party belonging to the Lake Survey, then in the field for the purpose of 
making surveys needed to modernize the charts of the head and of the mouth of the Niagara River, 
was directed to perform the necessary triangulation, run level lines, take topography and hydrography, 
and to do such other instrumental work, at and in the immediate vicinity of Niagara Falls, as would 
be needed in making an accurate chart of the Falls, including the crest line of the American Fall 
and soundings in its approaches. Further, this party, which had already estabUshed automatic 
gauges at the mouth of Black Creek, at Chippawa, and at the Whirlpool on the Canadian side, and 
at Suspension Bridge and Lewiston on the American side, in August, 1906, installed an additional 
small, self-registering gauge at Willow Island, abreast of the head of Goat Island in the approach 
to the American Fall, and, in November, 1906, two gauges of the same kind at Prospect Point, just 
above the north end of the crest of the American Fall, and at Terrapin Point at the east end of 
the crest of the Horseshoe Fall. These gauges were operated until freezing weather in December, 
except that at Suspension Bridge, which was carried away by high water in October, and those 
at the Whirlpool and Lewiston, which were discontinued November 10, 1906. 

As a result of this work, a preliminary report dated November 21, 1906, was submitted to the 
Chief of Engineers, outlining a program of observations and measurements necessary and desirable 
in determining the effect of the diversion authorized in the act, and this was followed by another 
report dated January 30 1907, in which the final results of the field work were stated and the above 
program reaffirmed. 

9 



lO PRESERVATION OF NIAGARA FALLS. 

On April 23, 1907, the Chief of Engineers informed this office that the sum of $5,000, from 
the appropriation made by section 6 of the act approved June 29, 1906, had been allotted for the 
purpose of — 

such observations and to carry on such operations as may be necessary to determine whether the diversion of the 
authorized amount of 15,600 cubic feet per second from the American side, in connection with that to be diverted on 
the Canadian side for the development of 160,000 horsepower, injures or interferes with the navigable capacity of 
said river, or with its integrity and proper volume as a boundary stream, or with the scenic grandeur of Niagara Falls. 

The "navigable capacity" of the Niagara River is dependent on its depth and velocity, and 
these are measurable elements. Its "integrity and proper volume as a boundary stream" are 
questions of fact which can be determined from measurements of discharge and from suitable surveys. 
The "scenic grandeur of Niagara Falls" appears, on the other hand, to be dependent on opinion 
and sentiment, and it seems almost absurd to attempt to demonstrate, by physical measurement 
of any kind, what the effect of the above diversion, or of any diversion, will be upon the Falls, 
considered solely as a spectacle. If, however, it be conceded that the "scenic grandeur" of the 
Falls is dependent largely, if not exclusively, upon the awe with which they impress the spectator, 
and that this sensation is due to the irresistible power of their enormous volume of flow and upon 
the height of fall, then even grandeur is susceptible of measurement, since reduction in volume and 
height will measurably, if not sensiblj', affect the Falls as a spectacle. Moreover, the effect pro- 
duced by the Falls is intimately connected with unity of sensation, and this is seriously disturbed by 
breaks in the crest lines, which follow reduction in volume. Accordingly, the questions raised in the 
act of Jime 29, 1906, may all be answered by the ascertainment of the law connecting volume of dis- 
charge with river and lake height, and by means of surveys showing profiles, bottom configurations, 
current directions, and crest lines. 

The project of April 30, 1907, for the expenditure of the allotment of $5,000 above mentioned, 
therefore covered field operations, which included investigations of hydraulic conditions by means 
of measurement of flow, by obser\'ations of profiles, by soundings, and by ascertainment of current 
lines, at and immediately above the Falls. 

The measurement of the flow of the river was intended to serve as a test of the law of discharge 
derived from the observations of 1 898-1 900, made at the International Bridge at Buffalo. This law, 
modified if rendered necessary by the altered conditions, would serve, when the law of change of 
surface profile at the various significant points had been fully established, to determine the effects of 
diversions on the Falls and on water levels at other localities. It was further proposed to measure 
the approximate volume of flow of the American Fall, while the measurement of the flow in the 
canals of the two American power companies was a necessary part of the project. 

Field operations were begun late in May, 1907. Automatic gauges were established at Austin 
Street in Black Rock, Chippawa, Grass Island, Whirlpool, and at Suspension Bridge, and the opera- 
tion of the permanent Lake Sur\-ey seh"-register at Buffalo Breakwater Light Station was, of course, 
continued. 

During June the crest line of the American Fall was redetermined and shown to be practically the 
same as at the time of the last determination in 1875. The survey of 1906 had shown a retreat of 
the mean trend of the apex of the Horseshoe Fall, since this time, of 170 feet. In September, Novem- 
ber, and December discharge obser\'ations were made in the canals of the two American power com- 
panies, and in October and November 40 discharge measurements of the Niagara River were made 
at the International Bridge. In November and December the discharge over the American Fall 
was measured by a series of float obser\fations. The flow of the Erie Canal was also measured and 
float obser\-ations were also made to determine more definitely the depths and the configuration of 
the river bed above the Horseshoe Fall. 

While the field work of the autumn of 1 907 had furnished sufficiently definite results, during the 
reduction and plotting of these observations, id the winter of 1907-8, it became evident that, in order 
to confirm the validity of the conclusions derived from the work of the field season of 1907, additional 
gauge and discharge observations would be desirable. 

Accordingly, in May, 1908, a recommendation was made to the Chief of Engineers that an additional 
allotment of $3,000 be made from the appropriation of the act of June 29, 1906, for the purpose of 



PRESERVATION OF NIAGARA FALLS. II 

enabling about 60 more measurements of discharge at the International Bridge to be made, and for 
continuing, during the open-water season of 1908, the gauges used in the slope observations of 1907. 
It was also proposed to take advantage of the opportunity offered by a coming complete shutdown 
of the Niagara Falls Power Co. to test the vaHdity of conclusions already made and to observe effects 
consequent upon so radical a change in the diversion conditions. These recommendations having 
been approved by the Chief of Engineers, the requested allotment was made by the Secretary of War 

on May 18, 1908. , • . 

During the field season of 1908 operations have therefore proceeded m accordance with the 
plans upon which the allotments were based. The gauges of 1907 were reestablished and additional 
gauges were placed at Schlossers Dock on the American side and above the Canadian end of the 
Horseshoe Fall. The discharge of the river at the International Bridge was measured 44 times in 
June July, and August, 1908. The shutdown of the Niagara Falls Power Co. on June 14 was fully 
obseik^ed, and the opportunity afforded by a second complete shutdown, covering a period of neariy 
ID days, iDcginning July 19 and ending August 2, 1908, was used with gratifying success. While the 
gauges are still in operation, the other field work was concluded in August, and since that time the 
reductions and preparation of the report have occupied the avaUable office force. 

The foregomg is a brief statement of the various projects and the operations under them. As 
shown upon plate 3, the Niagara River may be considered as divided into four pools, the first or 
uppermost extending into Lake Erie above the head of the river, with its weir between that point 
and the International Bridge, the fall from this pool to the second being about 5 feet. The second 
pool extends from Austin Street, Black Rock, to the head of the Upper Rapids, its foot at the upper- 
most cascade and its weir extending through these rapids and the two main cataracts with a total 
fall of 217 feet. The third pool extends from the foot of the two main cataracts to Suspension 
Bridge, where its weir begins and extends to the Whiripool through a mile of turbulent rapids, with 
a faU of 48 feet. The fourth pool is the Whiripool, and the weir extends from its mouth through the 
■ Lower Rapids to the lower river at Queenston-Lewiston, a distance of 3^ miles, with a fall of 47 

feet. 

It is evident from this description that changes in the Upper Gorge Pool, the Whiripool level, 
or the lower river can have no possible effect upon the river above the line Chippawa-Grass Island. 
The sheer fall of the rapids involved and the huge drop in the main cataracts make this statement 
axiomatic. On the other hand, the weir connecting the uppermost and the Chippawa-Grass Island 
pools is one of small fall, and it has been demonstrated by the observations of 1 898-1 900, as well as 
by those of the last two years, that a change, due to local conditions, in the Chippawa-Grass Island 
pool is transmitted upstream past the uppermost weir, so as to affect the level of Lake Erie. The 
second shutdown of the Niagara Falls Power Co. gave a unique opportunity to test the law, pre- 
viously inferred from gauge relations and discharge measurements, connecting the relative fluctua- 
tions of water surfaces in the first and second pools due to local changes (i. e., as in diversions for 
water-power purposes) in the second pool. This shutdown was begun upon July 18, and by 1.30 
a. m. it was complete and no water whatever was flowing in the company's canal. 

Matters remained in this state until 12.30 a. m., July 28, when operation of part of the machinery 
was resumed, but power production was again totally suspended from 1 1.30 p. m., August i, to 7.30 
p. m., August 2, making in all a period of neariy 10 days of complete shutdown. The mean condition 
of the river, as shown by the gauge readings for these 10 days, is compared with its state for the 10 
days, July 13 to 18 and August 3 to 6, inclusive. The mean diversion for the lo-day period of normal 
power production was 7,850 cubic feet per second, and for the 10 days of the shutdown 1,640 cubic 
feet per second. This diminution in diversion, amounting to 6,210 cubic feet per second, resulted 
in a rise of 0.028 foot at Austin Street, Black Rock. Discharge measurements, made by the Lake 
Survey in 1 898-1 900, showed that the outflow of Lake Erie was increased something less than i per 
cent by a lowering of one-tenth foot at the Austin Street gauge. Subsequent discharge measure- 
ments of the river, and especially those made during the above shutdown, have reduced this per- 
centage of increase, which was found to have a value varying from 0.63 per cent to 0.96 per cent 
for one-tenth foot lowering at Austin Street. A rise at Austin Street, due to backwater effect, 
produces, of course, a corresponding diminution in the outflow from Lake Erie. The nse of 0.028 



12 PRESERVATION OF NIAGARA FAL,LS. 

foot at Austin Street, due to the shutdown, was therefore found to be accompanied by a reduction 
of 0.27 per cent, or 600 cubic feet per second, in the outflow of Lake Erie, and this, if permanent, 
would ultimately produce a rise of 0.021 foot in the lake surface. 

It is, however, only by some such change in the second pool that this backwater effect can be 
produced. The Niagara Falls Power Co., the Niagara Falls Hydraulic Power & Manufacturing Co., 
and the Ontario Power Co. have their intakes in this pool above the upper cascades of the Upper 
Rapids. On the other hand, the intake of the Electrical Development Co. is 23 feet below that* of 
the Ontario Power Co., and four cascades intervene. The intake of the Canadian Niagara Falls 
Power Co. is 15 feet below that of the Electrical Development Co., and one cascade intervenes. 
The cascades are in effect sheer falls, and no change in the diversions of the Electrical Development 
Co. and of the Canadian Niagara Falls Power Co. can have any possible effect on the level of the 
Chippawa-Grass Island pool or of that above it. This being true, we have at present to consider 
only the diversions of the two American companies and that of the Ontario Power Co. The author- 
ized maximum diversions of the two American companies have a total of 15,100 cubic feet per second, 
and the present diversion of the Ontario Power Co. may be estimated, for an output of 60,000 horse- 
power, at a maximum of 4,250 cubic feet. The diversions in the Chippawa-Grass Island pool amount 
therefore to a present permissible maximum of 19,350 cubic feet per second. The observations of 
the past three seasons show that a diversion of this amount will produce the following lowering of 
the Niagara River and of Lake Erie: 

Foot 

Lake Erie (Buffalo L. H. gauge) *. o. 07 

Niagara River at — 

Austin Street 10 

Tonawanda 16 

Sclilossers Dock 23 

Cliippawa 48 

Grass Island 77 

The change at Grass Island exceeds that at Chippawa because of localized effect due to the close 
proximity of the intakes of the two American power companies. With diversions at points in the 
pool remote from both gauges, the latter should change by an equal amount. The shutdown of 
July-August, 1908, also shows that a change of diversion in the Chippawa-Grass Island pool is accom- 
panied by a corresponding change in outflow of Lake Erie, amounting to 10 per cent of the change 
in diversion. 

Although the traffic below Tonawanda is insignificant in draft and in amount, the upper Niagara 
River is navigable from its head practically to Chippawa and Schlossers Dock. It is therefore only 
this part of the river whose navigable capacity is injured or interfered with by the authorized diver- 
sion of 15,100 cubic feet per second at Niagara Falls, in connection with the diversion necessarily 
made by the Ontario Power Co., in order to create 60,000 horsepower of transmissible energy. The 
extent of the injury or interference is measured by the figures just given. In inches, the diversion 
of 19,350 cubic feet per second in the Chippawa-Grass Island pool reduces the depth at the head 
of the river seven-eighths inch, at Austin Street i \i inches, at Tonawanda i Ys. inches, at Schlossers Dock 
2^ inches, and at Chippawa 5^ inches. The change to and including Tonawanda is insignificant. 
Below that point the reduction in depth is greater, but there is still much more than enough depth 
for the commerce involved. 

In reply to the inquiry of the Chief of Engineers, I would therefore state categorically that the 
diversion of the maximum amount at present authorized on the American side, a total of 15,100 cubic 
feet per second, and the additional diversion on the Canadian side of all the water needed to generate 
the 60,000 horsepower, at present permitted to be imported into the United States by the Ontario 
Power Co., will not injure nor interfere with the navigable capacity of the Niagara River. 

What constitute the integrity and proper volume of a boundary stream, and how these may be 
altered or affected, are more or less matters of opinion. Since the diversions do not permanently 
deprive the river of any part of its flow, and since temporary diminution in volume takes place only 
at the Upper Rapids and at the main cataracts, which, even after the diversions have been made, 



PRESERVATION OF NIAGARA FALLS. 1 3 

continue to be as effective as hitherto in delimiting the boundary, the effect of the permitted diversion 
upon the depth and width of the river is perhaps as fair a measure of any injury done as any that 
can now be set up. The whole river is obviously the real boundary, its bed is, subjectively, neutral 
or dividing territory, and, so long as flow continues in appreciable volume, the boundary remains 
efficient. It is conceivable that a stream which might be forded would not be an efficient boundary, 
but, as shown, the present authorized diversions have not so materially affected the river's depth or 
width as to deprive it of its usefulness as a boundary stream, and no diversions that have ever been 
proposed will reduce the river to the condition of a shallow creek. It is therefore plain that present 
authorized diversions in the United States, and those now made in Canada, have had no effect upon 
the Niagara River, so far as concerns "its integrity or proper volume as a boundary stream." 

The determination of the extent of injury to or interference with the scenic grandeur of Niagara 
Falls, caused by present and possible future diversions, is the final task set the Lake Survey in the 
instructions of the Chief of Engineers of April 23, 1907, and, accepting the principle that the grandeur 
of the Falls depends upon their height, volume, and unbroken crest lines, the observations and 
measurements made permit a definite reply. 

Float measurements made in 1907 show the discharge over the American Fall to be 9,916 cubic 
feet per second. Lake Erie being at elevation 57241. corresponding to elevation of Niagara River at 
gauge, wing dam, 557.96. The corresponding outflow of Lake Erie is 205,500 cubic feet, and the 
flow over the American Fall is therefore 4.83 per cent of the total flow of the Niagara River. As 
shown on plate 10, the mean of 37 soundings, taken at elevation Lake Erie 573.3, upon the crest of this 
cataract is 1.68 feet, the maximum being 3 feet and the minimum 0.2 foot. At elevation 573.3 the 
outflow of Lake Erie is 225,000 cubic feet per second. At the time of the soundings the diversions 
in the Chippawa-Grass Island pool amounted to 13,000 cubic feet per second, and practically the 
same amount was being diverted at the time of the discharge observations for the American Fall. 
The mean velocity of flow over this fall is about 9.6 feet per second. These measurements show the 
discharge of the American Fall to be considerably less than 15,100 cubic feet per second, the diversion 
authorized on the American side, and its depth to be relatively insignificant. No soundings were 
taken on the crest of the Horseshoe Fall, but its depth at and near the apex is befieved to be in the 
neighborhood of 10 feet. On the other hand, the depth of this fall at Terrrapin Point and at its 
western or Canadian end is known to be very slight, and conditions at these localities have been 
sufficiently definitely ascertained to permit the effect of authorized and contemplated diversions 
to be stated. 

As stated above, the measured discharge of the American Fall was about 9,900 cubic feet per 
second, and at this time the diversions on the American side amounted to about 11,500 cubic feet 
per second. An increase of 3,600 cubic feet per second, or 30 per cent, up to the authorized limit 
of the diversions might therefore be expected to produce a reduction of nearly 40 per cent in the 
volume and in the depth on the crest of the American Fall. 

This, however, has been demonstrated not to be the case. As shown graphically on plate 11, 
the diversions of the two American companies attract to their side of the channel an added flow, 
which must be nearly equal to their total volume. The result is that the American Fall and Rapids 
are not likely to be seriously injured by any authorized diversions on the part of the two American 
companies or by any additional diversion which the Ontario Power Co. is now in a position to make. 
The bulk of the water consumed by these three companies is derived from the stream which normally 
would feed the Horseshoe Fall. 

Accordingly, the positive evidence of the shutdown of July-August, 1908, shows very slight 
change in the height, and therefore in the volume of the American Fall, due to the restoration to 
the Upper Rapids of some 5,600 cubic feet per second. The actual change, ascertained from the 
comparison of the means of two lo-day periods, was a rise of 0.012 foot at the Prospect Point gauge, 
situated at the American or northeast end of the American Fall. At gauge, wing dam, nearly 
opposite the head of Goat Island, the rise was 0.037 foot. The law of gauge relations, on the other 
hand, would have made the rise at Prospect Point 126/560 of the rise at Chippawa, or about 0.026 
foot, and at wing dam 41/56 of the rise at Chippawa, or about 0.086 foot. The effect actually observed 



14 PRESERVATION OF NIAGARA FALLS. 

is therefore less than half that which is derived from a consideration of the law of gauge relations. A 
diversion of 15,100 cubic feet per second on the American side would therefore actually lower the 
American Fall at Prospect Point 0.032 foot, or about 2 per cent of its average depth. While the 
change at the middle point of the crest might perhaps not be the same as that at Prospect Poiht, it is 
doubtful whether the difference would be appreciable. The present authorized diversions of the 
two American companies and that at present possible for the Ontario Power Co. together will lower 
the depth of water on the American Fall 0.052 foot, equivalent to about five-eighths inch, and on the 
American Rapids the lowering will be about 0.30 foot, or 3^^ inches, and these changes can not be 
considered as important. 

The effect of a diversion of 15,100 cubic feet at Terrapin Point, at the east end of the Horseshoe, 
is shown by the established law of gauge relations to be a lowering of 0.16 foot, and for a diversion 
of 19,350 cubic feet, which covers all present and immediately prospective diversions in theChippawa- 
Grass Island pool, the reduction in depth will be 0.21 foot, or 2.5 inches. As the depths at Terrapin 
Point are slight, such a lowering is of considerable importance. It is, however, at the west end of 
the Horseshoe Fall that the most serious effects have been produced. The law of gauge relations 
shows that a diversion of 19,350 cubic feet in the Chippawa-Grass Island pool will lower the water 
surface at the Canadian end of the great cataract by 0.52 foot. The present diversions of the Elec- 
trical Development Co. the Canadian Niagara Co., and the International Railway Co., perhaps 
aggregating 6,700 cubic feet, add at least 0.19 foot to this, so that the total lowering at the Canadian 
end of the Horseshoe Fall, due to diversions authorized on the American side and those existing 
on the Canadian side, is 0.72 foot or more, a serious change at a locality known to be deficient in 
depth. These figures are for an elevation of Lake Erie such as obtained during the summers of 
1907 and 1908, when lake stages were relatively high. 

A change of i foot in the elevation of Lake Erie is accompanied by the following changes, as 
shown in Table 2 : 

Feet. 

Austin Street 0-821 

Chippawa 557 

Grass Island 55^ 

Willow Island, N. Y 422 

Wing Dam 4" 

Prospect Point. 126 

Terrapin Point 238 

Horseshoe, west end 5^° 

Suspension Bridge 2. 290 

Whirlpool 2-47° 

The extremely low water of 1895 was due to natural causes, and such a deficiency in precipita- 
tion is sure to recur. When this happens. Lake Erie, if still in its natural unrestrained state, will 
be lowered approximately 2 feet below the summer elevations of 1907 and 1908. Nature will then 
reduce the height of the sheet flowing over the American Fall by over 3 inches and that over the 
west end of the Canadian Fall by over 14 inches, while the water at Terrapin Point will be lowered 
by sK inches. These natural changes, added to those produced by existing authorized diversions, 
will lower the crest at the west end of the Canadian Fall nearly 2 feet and at Terrapin Point over 8 
inches. As a result many shallow places at both ends of the Horseshoe Fall wUl become dry. Thus 
natural changes, imposed upon those produced by man, will result in a mutilated Niagara, one 
shorn of nearly half its flow and of much more than one-half its natural beauty, since many places 
now overflowed will be made bare, the crest line broken, and unity of effect will be seriously disturbed. 

The losses due to the operation of natural laws, though largely avoidable, are perhaps bearable ; 
but this is not true of those due to the work of man, and in consequence I am forced to state that 
existing diversions have already seriously interfered with and injured the scenic grandeur of Niagara 
Falls at the Horseshoe, and that this injury and interference will probably soon be emphasized by 
the effects due to the prevalence of lower stages on Lake Erie and the upper Lakes. The extent 
which the injury may reach is plainly shown in the excellent photographs accompanying this report. 



PRESERVATION OP NIAGARA FALLS. 15 

These were taken during the fall of the year, when storms alternately raise and depress the elevation 
of Lake Erie at Buffalo, and thereby simulate the effects due to high and low stages. 

WhUe the preceding conclusion as to the effect produced upon the Falls by existing diversions 
is a statement of opinion based upon ascertained facts, the interests of justice seem to demand the 
further statement that, in my opinion, the damage already done, and that which may be anticipated 
from further diversions and from the impending fall in the level of Lake Erie, may be largely, if not 
entirely, remedied by a submerged dam placed in the bed of the river immediately above the Horse- 
shoe Fall. The dam, if properly planned, would serve to change the direction of flow, so as to increase 
the streams that feed the Falls at Terrapin Point and at the Canadian shore. The decrease in the 
mighty volume that overflows the center or apex of the Horseshoe would not be noticeable. If 
built, the dam should be paid for by the interested power companies, but Canada and the United 
States should do the actual work under some form of international agreement. A very direct 
result of the construction of this submerged dam would be a diminution in the rate of recession of 
the apex of the Horseshoe. This in itself is extremely desirable. 

The letter of the Chief of Engineers, dated November 19, 1908, directs that a recommendation 
be made by me "concerning the permissible limits of diversions which should be fixed by future 
legislation." An earnest consideration of the effects already produced by existing diversions leads 
me to the belief that, under existing conditions, the minimum limits prescribed by the act of June 
29, 1906, can not be safely exceeded. For every additional thousand feet diverted in the Chippawa- 
Grass Island pool the crest of the American Fall will be lowered 0.002 foot, that of the Canadian 
Fall at Terrapin Point 0.004 foot, and at its west end 0.027 foot. A diversion of 1,000 cubic feet 
by the Canadian Niagara Falls Power Co. or by the Electrical Development Co. probably produces 
a lowering of the crest of the west end of the Horseshoe Fall, amounting to 0.03 foot. Extensions 
on the Canadian side contemplate the additional diversion of 7,000 cubic feet in the Chippawa-Grass 
Island pool and of 9,000 cubic feet or more in the region below the cascades. The additional loss 
of crest height at the west end of the Horseshoe will then be nearly 5.5 inches. 

The Falls are the common heritage of the entire civilized world. They are held in trust for 
posterity by the present generation. To injure them further is a proposition whose mere statement 
brings its own reply. Accordingly, I earnestly recommend that (unless the remedial works just 
suggested be built) the minimum limits of diversion authorized on the American side, namely, 15,100 
cubic feet per second, be reenacted, and that no greater amount of energy be permitted to be imported 
into the United States from Canada than 160,000 horsepower. If the submerged dam be built, 
careful observation of its effects should serve to determine the changes which may safely be made 
in the limits now recommended for diversion and power importation. 

During the discussion preceding the enactment of the bill of June 29, 1906, some doubt was 
expressed as to the power of the National Government to control or regulate diversions in unnavi- 
gable portions of the Niagara River. At that time the effect on the level of Lake Erie of such diver- 
sions had not been ascertained. The investigations of the Lake Survey have now established a 
real, if relatively small, reduction of depth in Lake Erie and all its harbors due to existing diversions 
in the Chippawa-Grass Island pool. If the works of the Ontario Power Co. are completed in accord- 
ance with the original plans and no further diversions take place on the American side, the diversions 
in the Chippawa-Grass Island pool will amount to nearly 30,000 cubic feet per second, which, if 
uncompensated, would lower the level of Lake Erie about 1.5 inches. As each inch of draft for a 
modem lake freighter is the equivalent of from 80 to 100 tons of profitable cargo, the earning capacity 
of each freighter will be reduced to the extent of $75 to $100 per trip. During an average season 
the loss for each vessel would total $2,500 to $3,000. When applied to the entire fleet using Lake 
Erie ports as terminals, the aggregate loss becomes a very large amount. The harbors on Lake 
Erie have been dredged and improved at large expense to the United States, and the right of the 
National Government to prevent even slight injury to these public works is a matter absolutely 
beyond question. 

In connection with the grant of permission to the Michigan-Lake Superior Power Co. to divert 
water for power purposes from the St. Marys River, a condition was wisely inserted which served 



1 6 PRESERVATION OF NIAGARA EAI.1^. 

to prevent a disastroup lowering of Lake Superior due to this increase in its outflow capacity. A 
similar restriction might well be imposed upon the use of water for power purposes at Niagara Falls. 
The lowest level to which Lake Erie has recently fallen during the season of navigation is about 
571. Since diversions tend to diminish the natural increase in surface elevation, it would seem 
proper to forbid all diversions when the lake reaches elevation 571.5, and to permit diversions to 
the authorized limits only when the elevation of Lake Erie is 572 or more. Such restrictions, to 
prove effective, would probably require international cooperation, and in the end would probably 
lead to a demand for the construction of works to hold within suitable limits the fluctuations of 
Lake Erie, a problem which, while requiring joint action on the part of Canada, is unquestionably 
feasible of solution. 

As compensation for the restrictions necessarily imposed, the suggestion of Assistant Engineer 
Shenehon that the power companies be permitted to use half the flow of the river between sunset 
and sunrise is worthy of consideration. Many factories now run at night, and if the rate for 
power used between sunset and sunrise were made appreciably lower than the rate ruling during 
dayUght hours, the amount of night use would probably increase. A further development of the 
storage battery might even render it commercially possible to use in the daytime the surplus power 
of the larger volume of night diversion. Such enlarged use of water at night, unless compensated, 
would result in a lowering of the level of Lake Erie. The necessary compensation works should of 
course be erected at the expense of the beneficiaries — the power companies. 

These recommendations are based upon the conditions of the present. It is possible, however, 
that Congress may deem just and desirable some additional concession to the power companies, and 
the following is suggested as a basis for discussion : 

It is understood that the intention of Congress, as expressed in the act of June 29, 1906, was to 
preserve to the various power companies rights which had already accrued through the investment 
of capital and the construction of fixed plant. At that time, upon information supposed to be de- 
rived from the company itself, the permit for diversion issued to the Niagara Falls Power Co. was 
for a maximum of 8,600 cubic feet per second. The discharge measurements in the company's canal 
have proved that at times its diversion exceeds 9,350 cubic feet per second. This represents the 
maximum measured flow, and corresponds to a bus-bar output of about 72,000 horsepower. With a 
safe reserve in each power house, the switchboard capacity of the existing generators is about 95,000 
horsepower. It is possible then that the diversions needed for a maximum profitable use of the 
existing plant of the Niagara Falls Power Co. may reach a total of over 12,000 cubic feet per second. 
To fix the exact amount would require further measurement. An increase to the limit of the capacity 
of the existing tail-race tunnel may be regarded as a simple act of justice, but it should be condi- 
tioned upon a radical reconstruction of the company's tail-race tunnel and penstocks, so as to insure 
the utmost economy in the use of water. At present, this company realizes only about two-thirds 
of its available head. In fact, even though no additional diversion were authorized, since the only 
rational <^round for permitting diversions of any amount whatever is the resulting economy in the 
use of coal and other fuel — natural resources which are by no means inexhaustible — a requirement 
of the utmost possible economy in the use of water would not be unfair. The changes in tail-races, 
penstocks, and in fact in the entire plant, should be made a subject of close inquiry and regulation. 
All this is not intended as a criticism of this company, which was a pioneer in the field, and at a 
time when limitation of water consumption was unthought of and seemed unnecessary. 

The Niagara Falls Hydraulic Power & Manufacturing Co. converts its energy with what seems 
to be the utmost practicable economy, except that its water tenants average only 5 to 6 horsepower 
from each cubic foot of water, the amount of water in use by these tenants being stated, in 1907, 
by the company as 1,332 cubic feet per second. A correction, due to the more precise measurement 
made by the Lake Survey, would add 15 per cent to this, making the water consumption about 
1,530 cubic feet, with corresponding reduction of economy in producing a total of something less 
than 8,000 horsepower. The present permit of this company authorizes a diversion of 6,500 cubic 
feet per second. The capacity of its finished power canal, while rather vaguely stated in its charter, 
is probably in the neighborhood of 9,000 cubic feet per second. As the discharge of tail water from 
the premises of water tenants is exceedingly unsightly, it might be regarded as good policy to hasten 



PRESERVATION OF NIAGARA FALLS. 1 7 

the elimination of this undesirable feature of the landscape, already undertaken and in part com- 
pleted by this company, by offering the company two cubic feet of additional diversion for each 
cubic foot of such tail water eliminated. Thus the company's permit might have a final maximum 
of about 8,000 cubic feet per second, with much more than proportionate increase in commercially 
available power. A permit with an adjustable limit, as herein suggested, would require close re- 
striction and supervision. 

The Ontario Power Co. probably uses its entire available head economically, but inducement 
should be offered for the employment of such improvements in machinery and apparatus as would 
permit a higher economy of conversion. Such inducement might be an agreement to raise the limit, 
60,000 horsepower, fixed in its permit for the transmission of electrical energy into the United States, 
in the same proportion as the company might be able to increase economy of conversion. 

The same concession might be offered the Electrical Development Co. and the Canadian Niagara 
Falls Power Co. ; but in addition, since these companies utilize respectively only 135 feet out of a fall 
of 197 feet and 136 feet out of a fall of 172 feet, they should be called upon to increase their economy 
of conversion to the utmost limit permitted by the present condition of knowledge. It will be ob- 
served tl^at these proposed concessions to the Canadian companies are equivalent to permitting them 
to transmit to the United States any additional electrical energy which may be generated without 
increase in their present consumption of water. If the submerged dam above the Horseshoe Fall, 
previously referred to, be built, then additional concessions may probably safely be made to the three 
Canadian companies. 

It may also be thought desirable by Congress to impose some restrictions upon all the companies 
as to the permissible scale of charges for power. Concerning this, I do not feel authorized to express 

myself. 

For further details concerning the field methods and operations of the United States Lake Survey in 
the investigations upon which the preceding conclusions and recommendations are based, as well as 
for information upon the many related matters not touched upon by me, reference is invited to the 
very full and interesting report of Principal Assistant Engineer Francis C. Shenehon, whose extended 
experience in work of this character, including as it does practically all hydraulic investigations made 
upon the Niagara River since 1898, uniquely qualified him for the task of prescribing and directing 
the field work and supervising the office reductions. The report speaks for itself as testimony of 
his ability and industry. 

As this report will undoubtedly prove to be of very general permanent interest, I would recom- 
mend that it be printed complete, including all plates and photographs. The illustrations might 
profitably be inclosed in a separate case or portfolio. 

Far from offering any impediment to the operations of the survey, the various power companies 
have done everything possible to facilitate operations and to promote the ascertainment of the exact 

facts. 

The acknowledgments of the Lake Survey are due to the gentlemen and the companies named 
below for many valuable courtesies and for much assistance : 

The Electrical Development Co. and its officers and employees. 

The Canadian Niagara Falls Power Co. and its officers and employees. 

The Ontario Power Co. and its officers and employees, more particularly its superintendent, Mr. 
W. N. Ryerson, and its engineer, Mr. V. E. Converse. 

Mr. E. H. Perry, superintendent of the New York State Reservation at Niagara Falls. 

Mr. W. Edward Wilson, secretary American section. International Waterways Commission. 

The Niagara Falls Hydraulic Power & Manufacturing Co. and its officers and employees, espe- 
cially Mr. A. Schoellkopf, secretary and treasurer, and Mr. J. L. Harper, chief engineer. 

The Niagara Falls Power Co., its officers and employees, particularly Mr. P. P. Barton, general 
manager, Mr. L. E. Imlay, superintendent, and Mr. A. H. Van Cleve, engineer. The conclusive 
character of this report is largely due to the opportunity, so courteously offered by this company, to 
observe the effects of its shutdown of July-August, 1908, and thereby to confirm deductions pre- 
viously made. 

7821°— S. Doc. 105, 62-1 2 



iS PRESERVATION OF NIAGARA FALLS. 

Finally, it should be recorded that the work, at its inception in 1906, was the beneficiary of 
3d\nce and guidance from Col. (now Brig. Gen., U. S. Army, retired) G. J. Lydecker, Corps of En- 
gineers, the late Lieut. Col. J. L. Lusk, Corps of Engineers, and Mr. E. E. Haskell, M. A. Soc. C. E., 
then principal assistant engineer in this office and now dean of the college of engineering, Cornell 
University, and member International Watenvays Commission. 
The report of Principal Assistant Engineer Shenehon follows. 
Very respectfully, your obedient ser\-ant, 

Ch.\rles Keller, 
Majar, Carps of Engineers. 



Report of Francis C. Shenehon, Principal Assistant Engineer. 

Chapter I. 

INTRODUCTORY. 

The investigations undertaken by the Lake Sur^'ey relative to the diversions of water from 
the Niagara River in the reach between Lake Erie and the Falls had in view six specific points : 

First. The effect on the level of Lake Erie; that is, whether the ^^'ithdrawal of water from the 
upper river ser\-es to lower the lake and intert'eres \\-ith or injures its na\-igable capacity. 

Second. The effect on the navigable capacity of the river in this reach; that is, whether the 
diversions ser\'e, bv lowering the river surt'ace, to diminish its available depth and to accelerate 
the current, thus injuring or interfering ^vith the navigable capacity of the river. 

Third. The efiect on the river as a boundary stream; that is, whether water diversions ser\-e 
to injure or intert'ere with the integrity and proper volume of the river in its function as a boundary. 

Fourth. The efl'ect on the scenic grandeur of Niagara Falls and of the rapids of the Niagara 
River. 

Fifth. The volumes of the diversions from the river or its tributaries in the State of New York 
at present in force, as bearing on the compliance of the power companies with the terms of their 
respective permits. 

Sixth. The volumes of the diversions in the State of New York, having in ^-iew the ascertain- 
ment of the time when the aggregate authorized diversion of 15,600 cubic feet per second shall be 
in force. As the terms of the act of June :;9, 1906, proN^de for a six-months' period of probation 
after the diversion of approximately 15,600 cubic feet per second is complete, before additional 
amounts may be permitted, it becomes essenrial to fix the time of beginning of the period of such 

aggregate diversion. 

In addirion to these six specific subjects, it was desirable to make certain phj'sical investigations 
regarding the distribution of flow, the percentage passing over the American Fall, the depths and 
the confonnation of the bottom in the approaches to the rapids, and the speed and trend of the 
current in the river above the rapids. The recession of the cataract since the original Lake Sur\-ey 
determination of the crest line in 1S75, and the measurement of depths on the crest of the American 
Fall were included in the work. 

These invesdgations and conditions involved extensive hydraulic examinations and sur\'eys. 
While these examinations deal with a mass of obser\-ations covering a period of 10 years, and the 
digestion and analysis of the data have been somewhat laborious, each step in the process is simple 
and direct, and the results are free from confusion or incondusiveness. The methods employed 
have called into play measurements of high accuracy, but dependence on hairsplitting precision has 
been avoided. 

Where the demonstration is not entirely complete, the doubt is frankly set down in this report, 
and where the values ascribed are subject to some latitude, the range of values is noted. 

In writing this report, as it is assumed that the matter, even in its detail, may be of interest 
to some not technically trained, the exposiUon is as little technical as the subject permits, and 
some things are explained that would need little explanation in a discussion addressed solely to 
hydraulic engineers. 



PRESERVATION OP NIAGARA FALLS. 1 9 

In the surveys and examinations on the Niagara River directed to the solution of the problems 
of the preservation of the Falls, full acknowledgment is due the assistants of the Lake Survey who 
have effectivelj- collaborated in achieving the tangible results which this report embodies. 

Junior Engineer Andrew J. Swift was resident engineer in charge of work on the Niagara River 
for the season of 1906, after the middle of August, and directed the final float work of that year 
in the river above the American approach, and the surveys for mapping the vicinity. In the late 
fall he directed the installation of water gages on the crests of the Falls, and the photographic work 
that so effectively demonstrates the visible effects in changes of flow. 

Mr. Oscar Hagenjos did the expert photographic work, developed the plates, and made and 
mounted all the prints. 

Junior Engineer Sherman Moore executed, in 1906, the delicate surveys to determine the crest 
lines of the Falls, and had a part in the map work and float soundings of that year. 

As resident engineer during the seasons of 1907 and 1908, he conducted the extensive field 
operations of those two active years, and had charge of the office reductions and computations to 
ascertain gauge relations, instrumental constants, and volumes of flow, and of the preparation of 
most of the drawings illustrating this report. His descriptions of processes have been freely drawn 
upon in sketching details in the following chapters. 

Junior Engineer Otto S. Zelner took an active part in the work of 1906. He was again assigned 
to the work in the late fall of 1907, and executed the difficult work involved in measuring the flow 
• over the American Fall and ascertaining the depths on its crest line. The drawings illustrating 
this report are mainly his handiwork. 

Junior Engineer W. S. Richmond took part in the field work in 1907 and 1908, and was given 
assignments in the delicate current-measuring operations and in the contour work on the Upper 
Rapids. He was active also in the reductions and computations. 

Recorder Fred Lockwood had much to do with gauge installations and maintenance and with 
leveling operations, and he took a daring part in the dangerous sounding work below the "dead 
line" on the brink of the Upper Rapids. He assisted also in the reductions. 

For his share in the work, Mr. Sidney T. Harduig, junior engineer in 1906, deserves mention, 
as do also Recorders P. W. Campbell and J. R. James. 

Chapter II. 
the; water and its uses. 

The Niagara River, as the outlet to Lake Erie, carries the surplus waters of the drainage area of 
the Great Lakes above Lake Ontario, except for such small portions as have been artificially diverted, 
namely, in the Chicago Drainage Canal, and in the Welland and the Erie Canals. This drainage area 
covers 255,000 square miles, and 59.4 per cent, or 151,500 square miles, lies on the American side of 
the international boundary line. The annual rain and snow fall over this watershed amounts to 
nearly 31 inches of water. Part of the precipitation falling on the land areas, or watershed, eventu- 
ally reaches the Lakes by rivers, creeks, and springs, and much of the remainder passes into the air 
by evaporation. 

A part of the precipitation on the water surface of the Lakes is also absorbed into the air by 
evaporation. But the outflow spilling from Lake Erie into the Niagara River corresponds to a depth 
of about 1 1 inches spread over this great drainage area of more than a quarter of a million of square 
miles. This is the surplus water that passes seaward out of the upper lake basins, and a correspond- 
ing amount must return in air currents to repeat the cycle. It should be emphasized that the quan- 
tity of the surplus water of the Great Lakes is limited by permanent climatic and atmospheric condi- 
tions and that it can not in any measureable degree be increased or decreased by human intervention. 
A portion of this water may be stored up in the Lakes, resulting in raising the surface levels; or on 
the other hand, new independent outlets, as at Chicago, may deplete the normal reserve by drawing 
off a greater amount than the normal surplus, and this serves to lower the Lakes. 



20 PRESERVATION OF NIAGARA FALLS. 

From time to time, wet years or dry years yield annual surpluses larger of smaller than the 
normal, but these variations rarely much exceed lo per cent, so that the outflow of the Niagara River 
corresponds practically to a depth of lo to 12 inches over the drainage area. 

The normal 3'ield available at Niagara Falls is 49.3 cubic feet per minute (or 0.823 cubic foot 
per second) for each square mile of the drainage area, and about 1.4 cubic feet per minute at present 
is artificially diverted above the Niagara River. 

At an ordinary or mean level of Lake Erie, the flow of the Niagara River is 210,000 cubic feet 
per second. Were all this water utilized under a head of 202.4 feet (which is close to the head secured 
by the Niagara Falls Hydraulic Power & Manufacturing Co.), the theoretical mechanical horsepowers 
would aggregate nearly 5,000,000 (4,830,000). Each cubic foot of water per second has in it poten- 
tial enero-y amounting to 23 horsepowers. The amount of water that can readily flow through a 
short tube of inch pipe has a capacity under this great head of 4 horsepowers, and water enough to 
generate i horsepower can pass at an ordinary velocity through a half-inch nozzle. A steel tube, 
or penstock, 9 feet in diameter, carries the water for an 8,000-horsepower turbine. The full outflow 
of the Niagara Falls Power Co., yielding 135,000 theoretical horsepowers, under a head of 136 to 141 
feet, is carried off' in a tunnel equal in area to a circle 21 feet in diameter. A single turbine of 5 
feet 4 inches diameter with this head is rated at 5,500 horsepowers (electrical). 

The statement of the Niagara Falls Power Co. in 1906 showed an expenditure of nearly 
$15,500,000, while allied and tenant companies on the American side have an investment of over 
$12,250,000. The Niagara Falls Hydraulic Power & Manufacturing Co. showed in 1906 an invest- 
ment of $5,644,802.43, and allied, tenant, or dependent companies an investment of $8,183,207.94. 
The aggregate of the investments of these two companies and those dependent on them is nearly 
$41,500,000, and the water used is about 13,000 cubic feet per second. Each cubic foot per second 
represents an investment of $3,048. 

These investments appear out of proportion to the water used or the power developed at the 
present time, and probably represent in part advances looking toward the development of additional 
power. It is probable that power alone may be developed at a cost not exceeding $70 for each 
theoretical horsepower. If the whole 210,000 cubic feet of the river's flow were utilized at this cost, 
the corresponding investment would aggregate $338,000,000. These figures are superficial approxi- 
mations only, and are presented simply to sketch the vast interests involved. 

If the diversions at Niagara Falls ser^-e to lower the surface level of Lake Erie and the Niagara 
River, injury is worked to great na^^gational interests. The Chief of Engineers, in his annual report 
for 1906, page S49, shows the value of a foot of draft On the Great Lakes to be $100,000,000. As the 
Detroit River and Lake Erie tonnage is about 84 per cent of the whole, the lowering of Lake Erie 
would be a serious interference with a great transportation system, which confers large economic 
benefits on the Nation. 

The obliteration, or partial obliteration, of the river as a boundary stream or barrier does not 
present a menace that is likely to be at all serious. 

Finallv, the injury or interference ^vith the scenic grandeur of the Falls and the Rapids of the 

Niagara River appeals to a consideration of sentiment, an intangible thing that has no clear-cut 

measure in dollars, and this appears to be irreconcilably in opposition to any concession that will 

diminish the splendid extravagance of the power of 5,000,000 horses turned into play as an eternal 

spectacle. 

Chapter III. 

THE HYDRAULIC CO.N'DITIONS. 

Lake Erie is a natural basin filled with water; the Niagara River is a notch or cut in its brim 
permitting definite quantities of water to spill out; and the water flows out here because it is the 
lowest place on the brim, and because it leads to lower levels, and seaward. 

The notch or sluiceway at the head of the river is in limestone hard enough to resist rapid wear 
under the influence of the running water. Because the dead water of the lake forms a settling 
basin, the water at the head of the river carries Uttle sediment, and this accounts for the sUght 
abrasive effect of the flow, and for the stability of this low rock barrier, weir, or dam whose integrity 



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PRESERVATION OF NIAGARA FALLS. 21 

is essential for the retention of Lake Erie at its proper surface level. In discussing the hydraulics of 
the Niagara River, this low rock barrier, reaching from the head of the river to the International 
Bridge, will be spoken of as the initial weir. 

The river is flowing almost due north as it breaks out of Lake Erie. (See pi. i.) At the head 
it has the usual trumpet entrance, but narrows down in i^ miles to little more than 1,500 feet in 
width, with a natural depth of about 17 feet and a velocity as great as 8 miles an hour. As it 
approaches the International Bridge ij^f miles farther down, it grows a little wider, deeper, and 
slower. At the foot of Squaw Island it widens to 2,300 feet, and the first sharp descent of about 
5 feet from the level of the lake is passed. Two miles farther down the river is split into two 
channels by Grand Island— the Canadian channel about 10 miles long and the American or Tona- 
wanda channel about 13 miles long. From Squaw Island to the foot of Grand Island, and as far 
down as Welland River, the current is moderate and the river is navigable; in fact, the Welland 
River is a side entrance to the Welland Canal. 

The "dead line," marking the beginning of the dangerously swift water approaching the rapids, 
runs from Chippawa at the mouth of the Welland River across to the entrance of the Hydraulic 
Canal at Port Day. Along this line velocities run as high as 3K miles an hour at ordinary stages, 
and in high water are greater. The uppermost cascades of the rapids approaching the Horseshoe 
Fall are about a mile below the "dead line," and the shallow water marking the brim of the upper 
river basin is little below Chippawa. From the uppermost cascades to the crest of the Horseshoe 
Fall is five-eighths of a mile. 

The cataract drops into a deep basin or pool where the current is moderate, with water as deep 
as 189 feet, and this Upper Gorge pool is navigable from near the cataract to Suspension Bridge, 
a distance of about 2 miles. At Suspension Bridge is the brim over which the water spills out of the 
Upper Gorge pool and makes the descent of the Whirlpool Rapids to the Whirlpool. The Whirlpool 
is another deep basin, the water having a rapid rotary motion. The water is spilled out of the 
Whirlpool basin over the brim at the head of the Lower Rapids; and at the foot of these rapids, 
from Lewiston and Oueenston down, is the broad, still, deep, navigable river stretching in a straight 
reach of 71V miles to Lake Ontario. 

The profile of the river from Chippawa to Lewiston is shown on plate 2. 

It is evident that the Niagara River is a series of basins or pools, linked by swift water or rapids, 
which form the sluiceways or spillways from these basins. There are four distinct basins (see pi. 3), 
and as these have a most important bearing on the measurement of the river flow, and make the 
determination of diversion effects possible, the identity of each must be emphasized. 

Lake Erie is the initial or parent pool; from Squaw Island to the rapids above the Cataract is 
the second, or Grass Island-Chippawa pool; the Upper Gorge is the third pool; and the Whirlpool, 
the fourth. The peculiarity of these basins is that the height of the water surface near their outlets 
indicates with considerable precision the amount of water flowing through the river. Because of 
this fact it is possible, by painting certain graduations on gauge boards fixed vertically at the proper 
elevation and placed in proximity to the crest of each weir, to make the water surface itself disclose 
the volume of river flow. If such a board were set in Lake Erie at the lighthouse on the north end 
of the breakwater, and the graduations were in units of a thousand cubic feet per second, each 
graduation would be a little over half of an inch long. The graduations of the board set up in the 
second pool at Grass Island, or at Chippawa above the Upper Rapids, would have graduations a little 
more than half as large; at Suspension Bridge, in the third pool, the graduation would be about 
I X inches long, and in the Whirlpool i }4 inches. 

An increase in the river flow of 22,400 cubic feet per second at ordinary lake stages, which 
results from a rise in the water surface of Lake Erie of i foot, produces at Chippawa and Grass 
Island a rise of 0.56 foot, of 2.29 feet at Suspension Bridge, and 2.47 feet in the Whirlpool. 

These pools are shown in plate 3. Assumed stages of the several pools are indicated by the 
scales shown on the left-hand side of each gauge board, and the corresponding river flow is shown by 
the scale on the right-hand side. 

That the water-surface elevations existing in these several pools should maintain certain definite 
relations to one another is not accidental, but depends on well-known hydraulic laws. Among 



22 PRESERVATION OF NIAGARA FALLS. 

hydraulic engineers it is a well-know-n fact that a dam or weir with the water flowing over its crest 
fonus an instnunent by which the volume of flow may be measured. After a particular weir has 
boon calibrated the elevation of the water surface, as shown by a water gauge in the pool above the 
crest of the weir, gives the measure of the tlow. 

In the case of the Niagara RiN'cr the weirs are natural formations, and the term "weir" is not 
technicUly paxise. Nevertheless, they serve the same purpose as artilicial weirs in fonning pools 
by nx-k rims, or by constrictions. They enable CvUibratious to be made, so that the water-surface 
ele\^ition of lUiy pool indicates the corresponding volume of flow. 

The initi;\l weir at the head of the river has a width of i ,690 feet, the width of the second weir at 
the head of the Catanict Rapids is o>74^"' f^t, the third at Suspension Bridge at the head of the 
Whirlpool Rapids 390 feet, and the fourth at the head of the Lower Rapids, whicli is the outlet of the 
Whirlpool, is 300 feet. Comparing the length of the weir crest at the head of the Upper Rapids with 
that in the outlet of the Whirlpool, it is not difficult to understand the relative fluctuations of the 
rix'er. The great length of the weir at the head of the Upper Rapids, 3,740 feet, permits the passage 
of an iticreased vohuue of flow by a small rise; while the short length, 300 feet, of the Whirlpool 
outlet weir chokes the flow and compels a very considenible rise before the area of outflow is sufficient 
to pass the additional water. This large movement in tlie Whirlpool makes the fourth weir an 
extrvmely sensitive iueasurit\g instnunent, and for a similar reason at Suspension Bridge the vertical 
water tuovement is laxge ;ilso, and the sensitiveness of the third weir as a measuring instnmient is 
likewise great. The weir at tlie head of tlie ri\-er has an intermediate length and the rise corre- 
sponding to an increment of flow is seen to be intermediate, i foot as against 0.56 foot for the second 
weir ;uid ::.47 feet for the fourth weir. 

The initiivl weir at the head of the ri^•e^ has a peculiarity not shared by the other three weirs, 
natuely, that it is tvfl'eoted by backwater from the pool below, which reaches from the head of the 
Upper Rapids to Austin Sttvet, Black Rock, at the foot of Squaw Island. The fall from Lake Erie 
to Austin Strv?et has already been stated as in the neighborhood of 3 feet. The ^-e^^• extensive and 
careful nieasurenients made by the Lake Survey in 1S9S to 1900 pointed to the fact that the outflow 
from Liike Krie was increased about eight-tenths of i per cent by lowering the water surface of the 
ri\ier at Austin Street one-tentli of a foot, and subsequent in\-estigations at the time of the July- 
August, 1908, shutdow^l of the Niag-an\ Falls Power Co., as well as certain slope observations, closely 
corroborate the earlier cv,mclusions. 

Wiile the lower rix'er weirs are entirely free from backwiiter efiect in the pools below them, the 
initiid weir at the head of the river has this gxeater complexity, and it is because of this fact that 
the surface le\-el of Lake Erie is afl'ected by the di\-ersion of water in the second pool l>ing above 
the tirst casct\des of the Upper Rapids. 

Lookiivg at the other three weiis of the ri%-er series fiora the lower lex-el upward, it is very plain 
that no knowav elevation of Lake Ont;\rio, or of the Niag^.vra Ri\-er at Lewiston, can have any efl'ect 
whatever in the outflow from the Wliirlpool. From Lewiston up to the Whirlpool is a dist^mce of 
3-5 s miles, with a rise of 47 feet. In this readi of turbulent rapids and swift water and some cascades, 
the possibility of b;\ckwater due to Lake Ontario's height is miquestionably absent. The height of 
the water surf-ace in the Whirlpool is thert^fore dependent on the volume of river flow alone. In 
the winter season, howex-er. ice in the rapids is not unlikely to civ^ate somewhat different conditions 
of outflow, ;uui for tliis reason the ice period is not here considerexi. It is probable that small changes 
do ixvur fre>m time to time in the ri\-er readi between the ^^^li^lpooi and Lewiston, as well as in the 
Whirli.xx>l Rapids re\ich from the Whirlpool to Suspension Bridge. The bottom, howex-er, throughout 
these re^aches is of rock which the current c.u; not easily move. As regivals scour, the condition of 
the water entering the Whirlpool Rapids is \-er>- similiir to that of water entering the rix-ex faim 
Lake Erie. Wlule the water is xiolently agitated at the foot of the Cataract, it aftenx-ards passes 
slowly tha->ugh the deep settHng Ixisin of the Upper Gorge, where p;vrticles detached by the impact 
of the ctitivract :va^ prexipitatecl. 

Whaie\x^r may be the pemninence of the chaimels of these rapids for long terms of years, the 
fixity of conditions since waiter g-auges were estabhslied in tlie ^^^liripool and at Suspension Bridge 
in 1906 is attested by the water-gauge records tliemselv'es. 









VI 



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PRESERVATION OF NIAGARA FALLS. 23 

From the Whirlpool through the Whirlpool Rapids to Suspension Bridge is a river reach of a 
mil e with a rise of 48 feet, and this, like the Lower Rapids, is a turbulent series of sluices and rips. 
That any backwater effect may proceed from normal conditions in the '^Tiirlpool to affect the height 
of the water at Suspension Bridge and in the Upper Gorge pool is impossible. 

That the height of the water at the foot of the Cataract does not have any backwater effect on 
the river at the head of the Upper Rapids is manifest. 

The upper river pool terminated by the first uppermost cascades of the Upper Rapids, and of the 
American channel, includes the intakes of the Ontario Co. on the Canadian side and of the two large 
canals on the American side. A nice question in backwater effect may seem to be presented by 
the locations of the intakes of the Electrical Development Co. and of the Canadian Niagara Falls 
Power Co. Between the intake of the Ontario Co. and the intake of the Electrical Development Co. 
is a descent of 23 feet, including four cascades ; and from the intake of the Electrical Development Co. 
to the intake of the Canadian Niagara Falls Power Co. is a descent of 15 feet more, including one 
cascade. It is very certain that any diversion of water, or any small raising of the water at the last- 
named intake, can have no possible effect on the elevation of the water above the first cascade or in 
the upper river pool. If is certain also, on the face of it, that any diversion made by the Electrical 
Development Co. or any small raising of the water at its intake will not affect the upper river above 
the first cascade. The very presence of the cascades themselves is e\adence of water flowing sheer, 
presenting rather the effect of a free fall than of water passing over a drowned weir. 

Chapter TV. 

THE OUTFLOW OF LAKE ERIE. 

The hydraulic work of the United States Board of Engineers on Deep Waterways in 1897 and 
189S, and that of the Lake Sur^-ey in 1898, 1899, and 1900, had in A-iew the raising and regulation by 
controlling works of the surface level of Lake Erie and, by backsvater effect, of the levels of the 
Detroit River, Lake St. Clair, the St. Clair River, Lakes Huron and Michigan, and St. Marys River 
to the foot of the rapids. As this project was designed to confer immense benefit on the commerce 
of the Great Lakes, the hydraulic investigations relating to the volume of outflow through the Niagara 
River, and the laws governing its variations, were undertaken on a scale commensurate with its 
g^eat importance. 

In this work it was aimed to make all measurements with the highest attainable precision. 
Special instnmients and apparatus were invented, and more accurate methods of sounding, of measur- 
ing relative current velocities, and of calibrating the current meters were practiced than had been 
customary in the gauging of great rivers. It may be confidently stated that the hydraulic work of 
the Lake Survey on the connecting and outflow rivers of the Great Lakes, of which this work was a 
part, is without a parallel. Neither time nor money was spared. The examinations were deUberate 
and careful, and have proved trustworthy. 

At that time, the danger to navigation, or to the Cataract, from diversions for power purposes 
at Niagara Falls was not realized. The diversions were inconsiderable, and the radius of profitable 
transmission of power had not been demonstrated. 

In 1903 the Lake Survey maintained a series of self -registering water gauges in the Niagara River 
from Buffalo to Niagara Falls, for further study of the river slope. During 1906, 1907, and 1908 
the Lake Survey has performed hydrauHc work specifically for the determination of the effects of 
water diversions at Niagara Falls, or in any of the waters of the Great Lakes above Niagara FaUs. 
The years of study devoted to the Niagara River by the Lake Survey make the results reached 
through the work of this period of considerable weight. 

For the purpose of this report, no extended discussion of the methods of work used in the period 
1 898-1 900 seems essential. The detailed description of processes printed in the Report of the Chief of 
Engineers for 1900, beginning page 5326, is available to those desiring to study them in detail. 

As, however, this earUer work forms the basis of the later work directed to the subject now in 
hand', it seems proper to sketch the methods employed, and to show the checks appUed to insure the 



24 PRESERVATION OF NIAGARA FALLS. 

accuracy of the results. Since 1900, some changes in nominal elevations have taken place, some 
observations subsequent to the writing of that report, and others not included in it, have been utilized, 
some further adjustment between instrumental constants has been made, and a more rational form 
of discharge equation employed. It will therefore be ad\asable to take up some of the results of the 
1898-1900 period as discussed in an unpublished report of 1906. 

It is a well-known fact that Lake Erie at Buffalo is subject to considerable variation in surface 
level, the fluctuations for the years 18S7-190S being shown on plate 3a. These variations are of 
three kinds: First, periodic variations in lake stage, due to an accumulation of water in the lake 
from successive wet seasons, or the reverse due to a series of dry years. Thus, in 1 895, the lake had a 
depth of 2>i feet less than it had in 1 876. Second, seasonal variations due to the greater water supply 
of the spring rains and freshets, resulting in the presence of more water in the lake in June than in 
November, by a foot or more. Third, a rise or fall at Bufl'alo, due to the tilting up of the lake under 
the influence of barometric pressures, or of windstorms. The third form of variation is the most 
extreme. At Bufl'alo, in westerly gales, the water sometimes rises 8 feet, and in easterly gales some- 
times falls 6 feet, giving a range of 14 feet. All three forms of variation may be superimposed, as for 
instance, in a westerly blow in June, 1S76. 

This considerable range in Lake Erie level at Bufltalo means a corresponding variation in the 
flow of Niagara River. 

It is an axiom in hydraulics that the outflow from a vessel, reser\'oir, or lake through a sluiceway 
or weir increases when the water in the basin rises, and decreases when it falls, and this has proved 
true for Lake Erie and the Niagara River. 

It will be sho^\•n later that when Lake Erie is deeper by a foot at the head of the river by reason 
of a rise in the lake level, it is deeper by 0.S2 foot at Black Rock, s}4 miles down the river. At such 
a time the water is not only deeper but it is flowing n-ith a higher velocity, and it is these combined 
increases in speed and depth that ser\'e to augment the river flow. 

In the increase in discharge coming vnth a rise of Lake Erie at Bufl'alo, there is a correlation 
preser\-ed between lake level and volume of flow. As showm on plate 3, when the lake is at stage 572 
the river flow is 195,250 cubic feet per second, and when the lake shows 574 the flow is 239,760 cubic 
feet. A comprehensive statement of this correlation is the law of discharge, and the ascertainment 
of this law and of the conditions that may serve in some measure to modify it are the objects of the 
discliarge measurements. 

Modifications are due to seasonal influences, atmospheric disturbances, or to artificial changes 
in the river channels, including water diversions through artificial conduits. 

From January to Jilay ice conditions sen-e to impede the outflow, so that the volume is some- 
times 10 per cent less than the summer discliarge for the same lake level; and in the late summer the 
growth of aquatic plants in the river bed diminishes the clear channel way and increases the resist- 
ance above that of the smooth bottom. For the same lake level the river passes approximately i 
per cent more water in May than in September. 

A slight increase in the flow comes \\-ith a do%vnstream wind, as compared \dth the flow at the 
Siimc lake level wth an upstream wind. The efl'ect of \N-ind on the river flow is, however, popularly 
much exaggerated. There is usuaUy much more water passing down the river when the wind is 
westerly, because such a wind raises the lake at Bufl'alo, not because the wind in itself hurries the 
water in the river; and an easterly ^\•ind is usually accompanied by a small river flow, because Lake 
Erie is then low at Bufl'alo, not because the wind retards the river flow. IMeasured in volume of flow, 
the e\ddence shows the efl'ect of the wind in mo\-ing the river water is ordinarily less than 1 per cent. 
All laws of discharge, or laws of equivalent river heights in difl'erent pools, are for quiescent con- 
ditions of Liike Erie and do not apply during rapid fluctuations of the water surface at Bufl'alo. UTien 
the water is rising or falling rapidly, as when seiches are s\\4nging back and forth across the lake, 
the river does not adjust itself to the varying impulses and an unstable condition results. Only when 
the lake is fairly stationary is the flow in equilibrium and the river pools in conformity with the laws 
expressing equivalent heights. Wlien the lake is rising the heights of the pools are relatively too low, 
because it takes some time to fill them up; and when the lake is falUng the pools are relatively too 
high, because it takes some time to drain them; and this lag in the river pools is characteristic. Of 



PRESERVATION OF NIAGARA FALLS. 25 

course, over a period of days the lag is about as much one way as the other, and the mean heights 
of the river pools %\4th reference to the lake are in compliance with the derived laws of flow. 

Artificial changes in the river regimen have doubtless occurred, and these in part have restricted 
the flow and have tended to raise the level of Lake Erie, and in part have made the flow more facile 
and tended to lower Lake Erie. The building of the International Bridge at Buffalo, whose piers and 
the rock banks flanking them reduced the cross section of the river at the crossing 18 per cent, doubt- 
less raised Lake Erie. The building of the watenvorks intake pier, farther up, doubtless had a small 
conserving effect. The encroachments on the river channel for docks along the water fronts of cities 
like Tonawanda have a slight tendency to raise Lake Erie, and the dumping of material from dredge 
cuts has a further slight tendency in the same direction. 

On the other hand, the dredging out of river shoals facilitates the outflow and tends to lower 
Lake Erie, and the diversion of water above the first cascades for power purposes, by increasing the 
river slope, tends to lower Lake Erie. In the case, however, of a company throwing a wing dam into 
the river to deflect water into its intake, and diverting no more water than in a state of nature flowed 
in the intercepted portion of the channel, no lowering effect on the river or lake may occur. Indeed, 
in such a case, if the water used and that wasted were less than the natural flow over the appropriated 
river bed, the efl'ect might be to raise the river and Lake Erie. 

Any change in the river regimen between Buffalo and the rapids above the Cataract, coming from 
scour or deposition, is believed to be exceedingly small, and the effect on the outflow of Lake Erie 
in a decade is inappreciable. Scour would serve to facilitate the flow and lower Lake Erie; deposi- 
tion would ser\'e to increase the resistance and raise Lake Erie. Such small changes as are likely to 
occur balance each other and the effect on the lake levels is mostly compensated. Soundings in the 
swift water of spans 3 and 4 of the International Bridge (counting from the American side) show no 
scour whatever between the time of original soundings taken by the Lake Survey in February, 1S99, 
and those taken in August, 1908. Due to the dredging out of a shoal above it, a local scour of the 
soft silt in span 2 occurred, but this scour should be charged to artificial causes. 

These citations of changes in the river regimen, temporary or permanent, due to atmospheric 
or seasonal conditions or to artificial interferences, are judged sufficient to indicate the danger of 
applying theoretical mathematical formulas in the discussion, or of appljang the historical method, 
without a full understanding of the events operative in effecting any change. 

It would be unjust to charge the power companies with a lowering of the river or lake that 
might be due to improvements for navigation or to some other cause. That these seasonal varia- 
tions in the river regimen are present is also sufficient reason why conclusions drawn from cursory 
and incomplete river examinations might be viewed with suspicion. Excellent hydrauUcians in 
the past have reached some erroneous slope and discharge formulas for the Niagara River, because 
the change in river regimen coming from aquatic growths was not taken into account. 

Allowing for these small deviations, the river flow at given levels is practically constant. 

In the whole length of the Niagara River (except for diversions) practical continuity of flow is 
in force. That is, the contributions of water entering by creeks or rivers between Buffalo and Youngs- 
town are so trivial compared to the great volume of river flow that under ordinary summer condi- 
tions they may be neglected. Any evaporation from the river surface is also negligible. 

It follows that the volume of flow under quiescent or normal conditions is the same for each 
cross section of the river. If the volume of flow were measured simultaneously at Buffalo, Suspen- 
sion Bridge, and Lewiston, the results would be the same. The water entering the river at Buffalo 
passes out of the river at Eort Niagara neither appreciably increased nor diminished. 

For this reason it does not make any great difference at what section the volume of flow is 
measured, except that it is desirable to make the measurements at such a point as will serve to give 
the most accurate results. A straight reach of river with a smooth bottom, together mth a velocity 
of 4 or 5 miles an hour, a depth of 30 feet or more, and a fairly smooth, eddyless surface, presents 
excellent conditions, and better if the water is running faster below it. 



26 PRESERVATION OF NIAGARA FALLS. 

A vertical plane peipendicular to the direction of the current cuts the stream in what is called 
the hydraulic section. Soundings taken at intervals from bank to bank along the line in which the 
plane intersects the surface, as every lo feet, develop the bottom profile. The area between the 
bottom and the water surface is the cross-sectional area. For purposes of current measurement, 
the river is conceived to be made up of a series of substreams flowing side by side, each perhaps a 
hundred feet wide. The vertical line at the middle of each substream is the station, and at some 
fixed percentage of the depth below the surface on the station, as the four-tenths depth, is the con- 
trolling current-measuring point called the index. 

The current is running slowly next to the banks and fastest out toward the middle of the river, 
and the plotted curse showing the velocities (for index depth) at various distances across the sec- 
tion is called the transverse curs-e of velocities. At different depths the current velocity is different, 
being swdftest near the surface and perhaps half as swift at the bottom. The plotted curve show- 
ing the velocity at a station for each tenth of depth is called the vertical cun-e of velocities. 

Because, at varying distances from the bottom and from the banks, the velocity of water flow- 
ing straight and smooth is governed by the laws of fluid friction, no abrupt' changes occur, except 
perhaps verv close to the bottom or to the banks. The transition from the high velocity near the 
surface to the lower velocity a foot above the bottom is gradual, so that the vertical curve of veloci- 
ties is generallv a smooth cur\-e, and the cur\-es at different stations show great similarity. That 
the forms of vertical cur\-es in smooth stream flow adhere to type is well recognized, and the vertical 
curves of the Niagara River are closely approximated by those of the St. Clair and the St. Lawrence 
Rivers. 

The transverse curve of velocities is likewise easy, and reproduces in general outline the bottom 
profile. The deepest water on the section is also likely to be the swiftest, and as the water grows 
shallower the velocities grow less. The orderly way in which water flows, with remarkable adherence 
to a fixed plan, makes the accurate measurement of the volume of flow easily possible. 

The preliminary work in measuring the volume of flow consists in accurate sotmdings and a 
determination of the cross-sectional area of each substream ; then the determination of the velocities 
at different points in each substream, as percentages of the velocity at the index. The index, which 
is midway of each substream and at three-tenths or four-tenths depth, is a sampling point for veloci- 
ties to the extent that the velocity measured there is finally the key to the mean velocity in the whole 
substream. Before, however, a coefficient is determined which \\ill reduce the obser\-ed velocity at 
the index to the mean substream velocity, much preliminarj^ work must be done in measuring simid- 
taneouslv the velocity at the index and at other points in the substream. The possibility of a 
reduction coefficient is due to the adherence of the different parts of the substream to fixed relative 
velocities. Some evidence of this law of stream flow is cited in the report of 1900, already referred 
to, page 5343. In interpreting this statement of fixed velocity relationships, conditions of river 
equihbrium are understood, and the measurements at the points must be of long enough duration 
to eliminate the flame-like spurting and lagging of the current threads characteristic of river flow. 
In arri\-ing at the coefficient of reduction, it is necessary also to measure the directions of the current, 
or its de^-iation from the normal to the section. The operations ha-\ing in ^•iew the determination 
of the reduction coefficients are called coefficient work. 

After the cross-sectional areas and the coefficients are determined, a single velocity measurement 
at each of the station indexes constitutes a river traverse or discharge measurement. For each 
substream the volume of flow is the product of the index velocity multiplied by the reduction coeffi- 
cient, and bv the cross-sectional area, at the time of the measurement. The total river volume of 
flow is the sum of the volumes in all of the substreams. 



PRESERVATION OF NIAGARA PALLS. 27 

While a discharge measurement is being made a water gauge on the hydraulic section records 
the water surface elevation, as a basis for determining the cross-sectional areas at the time of the 
measurements. This is called the section gauge. In the measurement of the discharge of the 
Niagara River at the International Bridge, a second water gauge just above the head of the river 
records the level of Lake Erie. A third gauge at Austin Street, Black Rock, records the level there, 
thus determining the backwater effect of the river below. The velocity measurements in the 
Niagara River work were made with current meters of the propeller-wheel type, and these were 
calibrated on still-water bases and subsequently in flowing water. The process of calibration is called 
rating. For detailed description of meter rating on a still-water base, and for much detail which 
can not be repeated here, reference is again invited to the report of 1900. 

The measurements of the volume of flow of the Niagara River were made first at the Interna- 
tional Bridge, where the downstream lower bridge chord defined the hydraulic section and the 
bridge itself served as an observing platform. The river flows in nine streams through the openings 
of the nine spans. The spans are numbered from east to west, span 9 being next to the Canadian 
bank. Spans 4, 5, and 6 have clear openings at the water line of about 235 feet, with depths reaching 
50.7 feet, and together carry 73.1 per cent of the river flow. The remaining spans vary from 138.4 
feet to 187 feet. For purposes of measurement each of the three long openings was conceived to 
be divided into three substreams, and each of the shorter openings into two substreams, making in 
all 21 substreams. The index at the stations was taken at three-tenths depth. The International 
Bridge section, with the river broken up into nine streams, with the bottom and slopes around the 
piers somewhat ragged, and the piers themselves creating eddies, proved more complex than a 
section in the unbroken open river. This complexity made coefficient work more laborious. The 
error likely to enter from the added complexity is discussed on page 5332 of the report of 1900 and 
appears to be in the neighborhood of a half of i per cent. 

The results on the second hydraulic section measured (the open section, which will be touched 
upon later) is fully corroborative of the accuracy secured on the bridge section. 

Counting the work of July, 1898, the volume of discharge of the river at the bridge section was 
successfully measured 99 times during open-water conditions and 27 times during ice conditions, all 
prior to June, 1899. The measurements cover a range of Lake Erie at Buffalo of 3.92 feet, from 
elevation 570 to 573.92. 

The test of the accuracy of the measurement of the flow at the bridge section was made at the 
second hydrauHc section in the open river i ,800 feet below the bridge. This test is very rigid, because 
the soundings in the two sections are quite different, and so also are consequently the cross-sectional 
areas, the reduction coefficients, and the meter ratings. Unless the work in each section was accurate 
the volume of flow as expressed in the law of discharge would be widely different for the individual 
sections. The work in the open section was begun in August, 1899, and completed toward the end 
of July, 1900. During this period the discharge was successfully measured 121 times, all under 
open-season conditions. 

The law of discharge as derived from the two hydraulic sections is as follows : 

For the International Bridge section — 

(2=3,904 (11.63 + fe) I (i) 

For the open section — 

0=3,854 (II.63-^;^)| (2) 

In these equations Q is the quantity or volume of flow in cubic feet per second and h is the 
excess of Lake Erie's height in feet above elevation 570. The flow shown by the open section is 
1.28 per cent less than by the bridge section, and thus completely corroborates the earlier measure- 
ments. The law of discharge of the period 1898- 1900, under the average open-season conditions, 
will be taken in this report as represented by equation (i). 



28 



PRESERVATION OF NIAGARA FALLS. 



This gives the following values for the discharge at different heights of the lake surface at the 
Buffalo gauge, elevations being dependent on permanent bench mark, Buffalo Lighthouse, as described 
on page 2720 of the Report of the Chief of Engineers for 1903: 

Table i. — Outflow of Lake Erie. 



TaVeErie 

elevation 

(feet). 


Discharge 
(cubic feet 
per second). 


Increment in 

flow for 

one-tenth 

foot rise 

(cubic feet). 


575 


264, 7SO 


2,351 


574 


241,240 


2,278 


573 


218,460 


2,201 


572 


196, 450 


2, 122 


571 


175. =30 


2, 039 


5 70 


154,840 


, 1,954 


569 


135,300 





On account of the seasonal cycle or change in the river regimen as regards aquatic plant growths, 
the following small corrections should be applied to the values of the discharge given in the above 
table: 

Mid- June, add J of i per cent. 

Mid-July, subtract ^ of i per cent. 

Mid-August, subtract i of i per cent. 

Mid-September, subtract J of i per cent. 

Mid-October, subtract J of i per cent. 

Mid-November, add J of i per cent. 

One-tenth of a foot of backwater at the International Bridge, or at Austin Street, decreases 
the discharge three-fourths of i per cent; and conversely, a lowering of a tenth of a foot at either 
of these places increases the discharge three-fourths of i per cent. 

During the 1S98-99 measurements at the International Bridge, the fall from the lake to the 
bridge was 4.95 feet at lake stage 573, and from the bridge to Austin Street was 0.28 foot more or 
5.25 feet; and for small variations from elevation 573 the fall is increased at the rate of 0.18 foot 
for each foot of lake rise. 

The change in the discharge due to backwater effect at Black Rock is of much importance 
in this discussion, because it is used in determining the lowering of Lake Erie due to river diversions. 
The derivation of the constants should therefore be set down. 

The first method arises from the comparison of the volumes of discharge as measured from 
1898 to 1900, and the fall in the river during the individual discharges. An analysis shows that 
on an average a larger fall existing during a measurement produced a correspondingly larger discharge 
than a normal fall, Lake Erie being at the same level in each case. 

It was also found that aquatic growths backed the water up between May^ and September 0.16 
foot, and that the corresponding change in the discharge was a lessening of 0.95 per cent, showing 
0.1 foot of backwater to have an effect of 0.59 per cent. Between September and November the 
cleaning out of the weeds by the high water of the fall storms diminished the backwater 0.15 foot 
with an increase in the discharge of i per cent, showing o. i foot to have an effect of 0.67 per cent. The 
mean effect for the two movements is o. i foot backwater decreases discharge 0.63 per cent. (See pi. 4.) 

A rigid mathematical reduction of all obser\-ations of discharge for 1 898-1 900 indicated the 
effect on the discharge of o.i foot of backwater as 0.80 per cent. 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 4. 



E/evaHon a/- Lake Erie in Feef- 



111 




E/evafion af Lake Erie in Feet 



NIAGARA RIVER. OPEN SEASON CYCLE OF DISCHARGE ASCRIBED TO AQUATIC PLANT GROWTH. 



7821° — S. Doc. 105, 62-1 3 



U. S. IfOke Survey. Preservation of Niagara Falls. 



Plate 5. 



I \ \ I 

/WK UC/N£ JULY ^US. SEPT 

/l/ofe: M <fff/77^er of /AM i/ear fecfuc^d A-ofr> /.cr/^ Sf/'e 



OCT 



Of 

A/or/na/ /902 
06 
04 
03 
02 

<af 

/Vorfna/ /903 
03 

az 

OJ 

Norma/ /904 



it/ 

A/or/no/ /9C3 

at 

A/orrr?a/ /PC?6 

a/ 

A/OfTra/ /907 



A/OK 




Crib, Dii^effe. ' /Vo/, p/gcea Oct 22. 






weeA 



Oc7 3. 



D/'yerfeciVo.2 co/npi zfsc/ A/ci^ (■^ 



far /Ae t/ec ■/ 
mon//7S ' 



'Jur. s. 



r /904, r. 
-Oct IS 0.33 




er A/of 



-FeeA 



/90Z 



'-er/Vo.2, p/ac < 



'ac 



ec/Ju/i/ /■ 




aboye 



't )y/£^ a^£^ 



7/ -/^or /iv 



2-ft. belotv fva/vf /ei^e/.cut 



J/vouqh b iVer-ferNo.2 rear shore enc/) c/ur/rig r/eeA 
ef7ffi/?gf -J vne 24. /?erApya/ 0/ Cr/As 



ieo7 



sAerr /fi:/ iO/Zatv/f T i 



RiferlxrcA t.y cone/i'/ion 0/ ^une-Ju/i/j /902 
1 ^6 



f/rj/shsc/ 
c/am, O^. /Z, 




y/eeA . 



n /Koraj 



/903. 



'/ 0/ 






^ 

^ 

^ 






EFFECTS ON WATER SURFACE OF CHIPPAWA-GRASS ISLAND POOL CAUSED BY CONSTRUCTION AND REMOVAL OF 
WING DAMS OR DIVERTERS OF ONTARIO POWER COMPANY. 
»9 



PRESERVATION OF NIAGARA FALLS. 



29 



The third method grows out of the backwater movement of 1907 at Austin Street, and the volume 
of river flow as measured by the weirs at Suspension Bridge and the Whirlpool. (See Ch. V.) 
Between June and August the river backed up 0.17 foot, whUe the discharge, as compared with normal 
discharge for same Lake Erie height, fell o£F 1.05 per cent, showing an effect for o.i foot backwater 
of 0.62 per cent. Between August and November the slope increased o.io foot and the percentage 
increase of discharge was 0.45, and the weighted mean for o.i foot of backwater being 0.56 per cent. 

At the time of the shutdown of the Niagara Falls Power Co. in July and August, 1908 (see 
Ch. VIII), a lessening of the river flow of 0.27 per cent was accompanied by a rise of 0.028 foot 
in the river at Austin Street, Black Rock, which indicates the effect on the flow for 0.1 foot of back- 
water as 0.96 per cent. 

Summarizing the values derived by the different methods, the constant appears as follows: 

Per cent. 

1898-1900, graphic reduction, part of observations o. 63 

1898-1900, mathematical reduction from all observations 80 

1907, backwater, seasonal 56 

1908, backwater, shutdown 96 

Mean of all , 74 

The accepted value of the effect on the discharge at a mean stage of Lake Erie of a change 
in the fall between the lake and Austin Street of 0.1 foot, is therefore roundly three-fourths of i 
per cent. 

Chapter V. 

SLOPE MEASUREMENTS OF THE NL-iGARA RIVER. 

Observations to establish the river heights corresponding to various levels of Lake Erie were 
made by the Deep Waterways Commission in 1897-98. These observations, however, were mainly 
restricted to the reach of the river from Black Rock to the head, and have little bearing on the present 
investigation except to confirm the fact that, compared with 1897, the water surface of the river at 
Austin Street had in 1 907 suffered practically no lowering. 

The Lake Survey slope work, in connection with the discharge measurements of 1 898-1 900, 
was also mostly confined to the same river stretch. 

Prior to 1899, the gauge in Lake Erie was not identical in position with the self-register, which 
was installed on the north end of the breakwater during February of that year, and has since been 
maintained. Only the slope relations dating from 1899 are therefore precisely comparable. 

The Lake Survey slope observations made in 1903 included river gauges at Austin Street, Black 
Rock, at Strawberry Island, at Tonawanda, at La Salle, and at Grass Island, in addition to two 
gauges in the upper reach of the river, one at the waterworks and the other on Bird Island Pier oppo- 
site the yacht club house. (See pi. i.) These gauges were in operation from the middle of July to 
early December, and the records are determinate. 

An artificial condition existed in the river at that time (1903), caused by the presence of the tem- 
porary' wing dams or diverters built by the Ontario Co. at the head of the rapids on the Canadian 
side. This raised the river at Chippawa and Grass Island about 4 inches, and gave values for water- 
surface elevations throughout the upper river somewhat higher than normal, but diminishing in degree, 
to the head of the river. (See pi. 5.) The percentage change of the gauges for a foot change in the 
lake elevation, however, was little affected, so that the series of 1903 in this respect is comparable with 
later observations and may be blended with them. 

With the object of getting additional knowledge of the river in the vicinity of the Falls, and of 
the Canadian channel west of Grand Island, and of calibrating the Suspension Bridge and Whirlpool 
Weirs, in 1906 slope work was resumed. The series of gauges installed in June comprised self- 
registering instruments of the small type, at the mouth of Black Creek, at Chippawa in the mouth of 
the Welland River, and at the Whirlpool, all on the Canadian side, and at Suspension Bridge and 
Lewiston on the American side. 



30 



PRESERVATION OF NIAGARA PALLS. 



The placing of gauges at Suspension Bridge and the Whirlpool had been strongly recommended 
in the report of 1902, page 2795, as the best method of studying the influence of ice in retarding the 
outflow of Lake Erie ; and their value as water meters to test changes in outflow due to any change 
in the regimen of the upper river is amply demonstrated in this report. 

When a study of the conditions growing out of the water-power diversions at the Falls was 
undertaken by the Lake Survey in July-August, 1906, an additional gauge, called the Willow Island 
gauge, was placed in the American channel abreast of the head of Goat Island; and in November 
gauges were placed at Prospect Point just above the crest of American Fall, and above the crest of 
the Horseshoe Fall at Terrapin Point. All the gauges, from Buffalo to the crest lines of the Falls, 
were in operation until freezing weather in the middle of December interfered with their action. 
That at Suspension Bridge was carried away by high water in October, and those at Whirlpool and 
Lewiston were discontinued November 10. 

The series of gauge readings at Prospect Point and at Terrapin Point was about a month long, 
but in this month occurs the variation coming with heavy winds on Lake Erie. During this time 
the daily mean elevation of Lake Erie at Buffalo covered a range of over 3 feet, from 571.58 to 574.60, 
and the percentage changes on the crests were well established. 

In 1907, gauges were set in late May and early June, at Austin Street, Black Rock, at Chippawa, 
at Grass Island, at the Whirlpool, and at Suspension Bridge. In July a gauge was set at wing dam 
in the American channel a little farther down than the Willow Island gauge of 1906. This was for 
use in connection with the flow measurements in this channel. (See Ch. VII.) These gauges were 
maintained up to December 1 2 . 

In June, 1908, the gauge series of 1907 was reproduced, and additional gauges set at Schlossers 
Dock, Echota, and above the Canadian end of Horseshoe Fall. Only as the 1908 records of these 
gauges enter into the discussion of the shutdowns of June, July, and August, do they appear in this 
report. Enough reductions were made, however, from the Horseshoe Fall gauge to establish the 
percentage change at the end of the Horseshoe Fall for a foot change at Buffalo. As stated in chapters 
devoted to this specific subject, additional staff gauges were read at different times, as during the 
shutdowns. 

Two types of self-registering gauge instruments have been used. The lake gauge at Buffalo and 
that at Austin Street were of the large type of Haskell gauge, recording on a continuous roll of paper 
the elevation of the water and the time of day. The lake gauge reproduced the changes in the water- 
surface level on a scale of i inch to the foot. It is described and illustrated in the report of 1900, 
pages 5326-5327. 

The river gauges have been mostly of the small type of self -register, described on page 2685, 
report of 1903, and illustrated in the report of 1904 opposite page 4064. It reproduces water move- 
ments on a scale of 3 inches to the foot. 

The proper operation of the gauges was secured by constant patrol and inspection, in which 
the registration was verified by actual staff measurements to the water surfaces. To test the zeros 
of the reference gauges used in these verifications, instrumental levels to stable bench marks have 
been frequent. So far as the records are concerned, the accuracy of results is certain. 

In the reductions of the records to establish equivalent heights and percentage movements, 
great care has been used and all computations made in duplicate and some parts in triplicate. In 
the end, the truth of the reduction was tested by comparing the water surfaces for each day or month, 
as shown by the gauges, with heights computed from the height of Lake Erie at Buffalo. When the 
observed river height and the computed river height agree, it is very positive proof of the correctness 
of the formulas expressing the gauge relations. The difference between the observ^ed surface height 
at any gauge and the river height computed for the day or month considered is called a residual. 
Sometimes the computed height is a few hundredths of a foot greater than the observed height, and 
sometimes less, and this variation is the legitimate characteristic error of observation entering into 
all observed quantities in all branches of physics, astronomy, or engineering. 

In the monthly residuals on the Niagara River a peculiarity was noticed and commented upon 
in the report of 1900, page 5360. The residuals at Austin Street showed that the river was higher 
there in August than in June or December, for exactly the same height of Lake Erie. The slope 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 6. 



I 



I 






^ R: 


















373.00 



29<? 



Z.&O 



2 70 



300 



f^LI- r/?OM IA/<£ fR/£: TO AuST/r/ 3tR££T 
3,/0 3,20 ABO 



Z60 



37Z50 



Z.40 



2.30 



Z.ZO 



2./0 



B7Z.P0 




'^Ji/ne 



I 



SLOPE OF NIAGARA RIVER. MEAN SEASONAL SLOPE CYCLE. LAKE ERIE TO AUSTIN STREET, AUTOMATIC RECORDS. 
31 — I 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 7. 



I 



JULY 



/Voymal 



Norynaf 






Norma/ 



Norma/ 



N<?rrr>a/ 



A/orma/ 



/'US- 



SEPT 



OCT. 



NOi^. 




DBC. 



SEASONAL SLOPE CYCLES, 1907. 



V. S. Iiixkc Survey. Prcscrvutiou of Niogsua Falls. 

k/c/a/s julv a us. 



3EFT. 



OCT. 



/VOK 



Plate 8. 
£>£C 




\\'f~Ar^,SO\ 0.-= S£ASO\A, 



PRESERVATION OF NIAGARA FALLS. 



31 



observations of 1903 showed the same characteristic and all later observations have confirmed it. 
The facility of river flow is at its highest in the spring after the ice has gone out, and then, as the 
summer advances, the flow becomes more difficult, and the water is backed up about two-tenths of a 
foot at Austin Street. 

It was concluded that the growth of aquatic weeds in the river, making the bottom less smooth 
and choking the waterway, was the suflicient cause of this seasonal cycle. Investigations of all other 
possible causes — prevailing wands, water temperatures, rainfall, and local inflow— demonstrated 
these as not synchronous in influence. 

The greatest weed beds are in the Chippawa-Grass Island pool above Grass Island, reaching 
towards the foot of Navy Island. It is to be expected that all gauges above this would show higher 
water than that due to Erie stage in August, and all gauges below, lower water. An examination 
of plates 6 and 7 will show this to be true. The water drops at Grass Island when it backs up at 
Austin Street. At Suspension Bridge and in the Whirlpool it drops also, and these last negative 
residuals measure the loss of flow due to the back-water effect at Austin Street. (See plate 3.) 

When the fall storms come the weeds are full grown and the high water sweeps them out, re- 
establishing a clean river bed and an easy flow. 

The slope cycle has an interest as illustrating the delicacy of the river mechanism and the pre- 
cision of the slope work accomplished, and further, because by use of the curs'es of plates 6 to 8, 
corrections may be applied to computed river heights to adjust them to a particular date. 

In the cur^^es, those of 1903 should be disregarded because between July and October the Ontario 
Co. was building its second dam, or diverter No. 2. This had the efi'ect of raising the river, as shown by 
the Grass Island gauge, at a time when the seasonal curve should trend downwards. The lessening 
of the ampHtude of the cur\re of 1903 at Austin Street is further evidence of this artificial movement 
of the river surface. 

In 1902 the curve for Chippawa, as shown in plate 5, indicates the river rise while the first wing 
dam, diverter No. i , was being thrown out into the river at the head of the rapids. 

In 1904 the river was 0.33 foot, or 4 inches, high at Chippawa, due to this dam of the Ontario Co. 

Because of these artificial interferences with the river-surface elevations the relations tabulated 
below do not apply to the years 1 902-1 905, inclusive, except to the early months of 1902 and the late 
months of 1905. They apply to 1906 and 1907, and very closely to 1901, so far as the river height 
may be judged by the early months of 1902 prior to August. 

Out of the great mass of gauge observations detailed above the following equivalent lake and 
river heights have been established. 

Table 2. — Equivalent surface levels. 



Water gauges. 



Lake Erie at Buffalo. 



S70 
(feet). 



571 
(feet). 



S72 
(feet). 



S7,l 
(feet). 



Change 

for foot 

change, 

Lake 

Eric. 



Austin Street, Black Rock. N. Y 

Black Creek. Ontario 

Chippawa. Ontario 

Grass Island. N. Y 

willow Island, American Channel 

wing Dam, American Channel 

Prospect Point, north end American Fall. 
Terrapin Point, east end Horseshoe Fall. . . 

Horseshoe, west end Horseshoe Fall 

Suspension Bridge, N. Y 

Whirlpool, Canadian side 



56s- 23 
563. 90 
S6i. 23 
360.53 
559- 20 
556-99 
513.48 
506.37 

0) 

335. 04 
386. 14 



566. OS 
564. 57 
561. 78 
561. 08 
559-62 
557- 40 
513.60 
506.50 
(') 

337-33 
388.61 



566.87 
565- 35 
563.34 
561. 64 
560.05 
557-81 
512. 73 
S06. 74 
507- 83 
339- 63 
391.08 



567.69 
565-92 
563. 90 
562. 19 
560.47 
558. 22 
5". 85 
506. 98 
508, 40 
34"- 91 

293- SS 



0.821 
-674 
-557 
•556 
.422 
.412 
. 126 
.238 
.580 
3. 390 
3.470 



' Not covered by reduced observations. 



As before noted, the equivalent river surfaces are modified sHghtly by the seasonal cycle, which, 
however, is small from Chippawa and Grass Island to the crest of the Falls. During the winter 



32 PRESERVATION OF NIAGARA FALLS. 

ice conditions interfere with the open-season equilibrium and the above relations are not exact, 
sometimes varying widely. 

The establishment of these normal, open-season equivalent heights at so many points in the 
Niagara River has given the Lake Survey the means of precisely measuring the effects of diversions, 
and of accurately predicting the lowerings which must follow further diversions. 

In subsequent chapters of this report the various effects of present and possible future diversions 
on lake, river, and falls are discussed. 

Note. — Appendix i contains Tables 3 to 32 of daily water-surface elevations of Lake Erie and the Niagara River 
for the years 1S99 to 1907, inclusive, so far as tlie elevations were observed. 

Chapter VI. 

SURVEYS IN THE VICINITY OF THE FALLS. 

The recent sur\'eys of the Lake Sur\-ey in the \'icinity of the Falls were begun in June, 1906, 
and embraced triangulation, level lines, topography, hydrography, and a determination of the crest 
lines of the Falls. In addition there were made hydraulic measurements relating to the river flow 
and slope, and to the flow in the various canals and over the American Fall, which are not included 
in the surA-eys treated in this chapter, but are described and discussed in special chapters. 

The sur\'eys of 1906 had mainly in ^^ew the modernizing of the Lake Sur%'^ey charts on the 
Niagara River from Echota to Lake Ontario. The original sur^-eys on which the charts were pro- 
jected were made in 1S75, imd since that time many changes had occurred. 

A network of tertiary triangulation based on the primary work of 1S75 was executed (see pi. 9), 
and ultimatelv all stations used in the special surv-eys, such as the crest-line determination and the 
float soimdings, were included in the net. 

Wye-level lines were extended, based on the permanent bench marks of the precise level line 
of 190T, and adjustment of 1903, from Echota to Lewiston on the American side (following the 
gorge from the Suspension Bridge down), and along the Upper Rapids on the Canadian side to 
Chippawa. Levels were dropped by wire measitrements into the gorge at the tapper Steel ^Vrch 
Bridge and at Suspension Bridge. At the WTiirlpool a level shot was thrown across to a bench 
mark for the gauge on the Canadian side. In connection vnth these level lines the profiles of the 
rapids were defined as shown on plate 2. 

Topographical sur\-eys in great detail, embracing the milling district and the power plants, 
were made in the N-ieinity of the Falls. The sun.-ey of the crest lines of the Falls consisted of cutting 
in by transit intersections from three or more triangulation stations points on the Falls identifiable 
at these stations. The earlier crest-line measurement of the Lake Survey was made in 1S75. In 
the 31 years between this and the sur\-ey of 1906, as shown by plate 10, the recession on the Ameri- 
can Fall is scarce!}' appreciable, and the mean recession is certainly less than 10 feet. The 1906 
crest in some places shows a do^^•nstream advance, but this is doubtless due to the natural inex- 
actness of one or both of the determinations rather than to rock movement. 

During these 31 years the recession of the crest line of the Horseshoe Fall is strongly marked, 
reaching a maxinuun of 170 feet in the general trend of the central chute or apex. On the Goat 
Island end of the Fall, where the flow is small, no marked recession is sho\vn, while on the west or 
Canadian end the recession varies from 30 to 60 feet. The shortening of the crest line of the Horse- 
shoe Fall by about 400 feet at the west end is sho^^^l on plate 10. A wall has been buUt along the 
crest line and the shore line above has been advanced into the rapids, as sho\^Ti on this plate. 

The recession of the apex of the Horseshoe Fall is likely in the future as it has in the past to 
diminish depths at the west end of the Fall; and in connection with the probable localized effect of 
the diversions of the Canadian shore-line companies and of the diversions above the Upper Rapids, 
ultimate unwatering is indicated. 

The depths along the crest line of the American Fall, shown on plate 10, were determined in 
1907 by float soimdings similar to those described below. Lake Erie being then at height 573.3. 

In the original sur^•eys of 1S75 soundings in the river were for the most part made abo%^ the 
"dead line," and the depths in the approach to the rapids were left undetermined. For purposes 



U. S. I^ake Survey. Presentation of Niagara Falls. 



Plate 9. 




i\/'j \ vcu wwn|;., I9L «va 



<iL 



PI A T£ /O 



F/^S5£/^Mr/0^ OF /V//I&^^/1 F4US 
CRE5TUN£3 Or THE F/^LLS 

AND 



//^^/ Co/ J I lusM, Cor^s or Srr^rs, a S ^. 
A. 
r^^Nc/s C S//£A/citot/, /t3sisfo>7f £>7^,neer: 




Depfhs cv> Crestline of ^mfne&n fb// From f/oaf soune/ir^s 
ptc/ Fainf it/7t/373.3& a^ laAe £:r.e 

Froff Su/n/ei/ fTJOc^ u/t^r f/19 d/rrcfiof? oF 
Major CH4Fi£s/(£^L£ft . Corp3 of£'/}i^//7e£rs,l/S.A 

rxANctsC 5/^£N£HON, /^/ncipa/ ^35/s/onf £r?afneer 

it 

5f/cfntAfv if/aa/T£ , -Ju/t/or ^n^ineer. 
£ftc./907 



I 



'^t5Ze/fter.£^/ 



Senate Doe. %q. JOS ; 62d Cong.. 1st Sess. 



PRESERVATION OP NIAGARA FALLS. 33 

of navigation the soundings were sufficient, but for a complete understanding of the hydraulic 
conditions bearing on the questions of water diversion it became desirable to secure soundings well 
to the crest of the uppermost cascade. For a clear understanding of the distribution of the flow it 
was further desirable to trace the current lines and to measure the current velocities. 

The method designed for exploring this dangerous region below the "dead line" measured the 
depths, current directions, and speeds in one operation. Floats were constructed, each of a block 
of 2-inch hemlock plank lo inches square. In the center a K^-inch hole was bored, and through this 
hole a stem or staff was passed and secured firmly by nails and wedges so as to be square with the 
face of the block. The staff extended up about a foot and a half above the upper face, and'carried 
a small flag of white, black, or red cloth, or of combinations of these colors, so that when the float was 
in the river it was visible. The lower end of the stem extended to some even foot below the water 
surface, and was weighted at a foot from the lower end by a stone wired to it. 

In sounding by the float method a small boat, with a load of floats, anchored well above the area 
to be sounded, and released a float with a stem, say, 6 feet deep. The assistant releasing the float 
recorded in his notebook the exact time of release, the color of the flag, and the length of the stem, 
and signaled its start to the transitman by waving a large flag. This float was traced by two or 
three transitmen located at triangulation stations, who noted the color of its flag. Every minute or 
oftener, on timed flag signals, they read the angles to the float and constantly watched its action. 
When the depth was greater than 6 feet, the float sailed upright, and its travel and direction showed 
the current's velocity and trend. When it was less than 6 feet, the foot of the stem dragged on bottom 
and inclined the staff. The degree of this inclination and the exact time of dragging were noted by 
the transitmen. The motion of the float when tracing the bottom was unmistakable. If the next 
float released had a 5-foot stem and passed smoothly over a shoal where the 6-foot float had dragged, 
the depth was 5 feet and a fraction, and the inclination of the 6-foot float gave a close approximation 
to this fraction. 

At each anchorage a series of floats of many stem lengths was released. Then the small boat 
moved a few hundred feet farther out in the river, and repeated the series, and in this way the full 
area was examined. 

The current lines and velocities and the depths are shown plotted in plate 11, and the bottom 
contours and depths in plate 12. 

The earlier soundings by this method were made in the approach to the American Channel in 
August, 1906, and the later work was done in the approach to the main rapids in 1907. In the 1906 
work the diagonal cross-river trend of the current toward the American Channel and the power 
canals is well marked. The line of dividing water at the head of Goat Island and the approximate 
volume of flow over the American Fall were also determined. 

Soundings by a method of this kind need verification. The check applied was to compute the 
cross-sectional area of the river as shown by the float depths, and to multiply these by float velocities 
properly reduced to a mean value for each vertical. The product in cubic feet per second approxi- 
mates the known discharge of the river at the time of sounding. The mean of four different river 
sections showed the volume 10 per cent too small, and in the shallower water it was as much as 25 
per cent too small. These represent the errors of depth and velocity combined. The velocity in 
the shallow water was in some cases taken from dragging floats, and the depths shown by the floats 
are in some cases the least depths of projecting rocks, not mean depths. 

It is therefore probable that the mean surface of the river floor is deeper by half a foot than 
indicated by the soundings of plates 11 and 12. 

The water-surface contours of the Upper Rapids of plate 13 and the crest lines of the minor 
cascades were established by methods somewhat similar to those used in determining the crest lines 
of the Cataracts. Transit intersections were made on prominent points in the rapids and on the 
cascades from two or more triangulation stations to establish the position of these points on the 
field map. Vertical angles were read to show how much higher or lower the points were than the 
instrument stations, and the elevations of the instrument stations were established by level lines. 



34 PRESERVATION OF NIAGARA FALLS. 

This is not exact work, and some latitude must be allowed for the great diversity of water sur- 
faces; but the relief map of plate 13 is a reasonably truthful presentation of the facts. 

Note. — In Appendix 2 the following tabulations of data are given: 

Table 33. — Geodetic positions. 

Table 34. — Descriptions of triangulation stations. 

Table 35. — Descriptions of precise-level bench marks. 

Table 36. — Descriptions of wye-level bench marks. 

Chapter VII. 

THE VOLUME OF FLOW OVER THE AMERICAN FALL. 

By means of floats with stems of various lengths, in 1906 the depths and current velocities at the 
head of Goat Island were determined, and the flow over the American Fall was computed as approxi- 
mately 5 per cent of the full river flow. In 1 907 this initial rough gauging of the American Channel 
was verified by more extended and elaborate investigations. 

The conditions are not favorable for precise work, even at the head of the rapids where the water 
is running fairly smooth. It is too shallow to warrant current-meter work with the heavy cableway 
that would be needed to safeguard the obsen-er and the instrument, and high precision is not suffi- 
ciently necessary to justify the cost of other than simple apparatus. It was therefore decided to 
again measure the current speed with floats. 

The reach chosen for gauging operations is above the first cascade and just below the head of 
Goat Island. The river is here 470 feet wide from the wing dam on the mainland to the shore of Goat 
Island (see plates 11-14). It has a mean depth of 3.1 feet, and the velocity at times is as much as 
10 feet per second. 

By means of a kite, in July, 1907, a i-^-inch %\-ire cable was carried across the channel and sup- 
ported by 6-foot trestles or horses on each bank. The cable proved to be too light and an attempt 
to sound with a 30-pound iron weight suspended from a traveler on the cable showed too much sag. 
In attempting to tighten the cable it parted, and a portion of it was carried away. 

In the face of more urgent surv^eys this work was then deferred to November, when in the 
same manner as before a 3%-inch Swedish iron cable was drawn across. This cable rested on 
16-foot towers or trestles, approximately normal to the current, 100 feet upstream from the mean 
hydraulic section, and was designed as a starting line for the floats which would determine depths 
and velocities. 

A simple carrier \\'ith grooved wheels ran on the cable, and this was moved along the cable by a 
34-inch line spanning the stream. The carrier was pro\'ided with a snap for attaching the float, and a 
light seine-t\vine line reaching to the shore tripped the snap and released the float. By this means 
a float was dropped at midstream, or at any other desired point along the cable, and its starting point 
was definitely fixed. 

At each lo-foot point on the cable two or more sounding floats were released. These floats were 
similar to those described in the pre\aous chapter. As the cable at some points was 10 feet or more 
above the water surface, to prevent breaking the stems on the rocky bottom floats were dropped 
upside down. 

Inasmuch as velocity floats were to be timed over a stream length of 100 feet, the full length of 
each stream was sounded. The floats traveled 50 feet before they reached the upstream or initial 
range line, this enabling them to assume stable positions and velocities. 

The position of the float when ready for release on the cable, and again when passing the down- 
stream or lower range line, was read in by a transitman, thus tracing the path of the float. 

There were 5 cross ranges, the initial range line, the 25-foot line, and 50-foot line, the 75-foot 
line, and the lower line, and as the float crossed each range its angle of inclination was read with 
rough clinometer. The length of the stem and the angle of inclination when it dragged gave 
the depth of the water. When dragging, the characteristic jerky motion over the rock bottom was 
unmistakable. The rule was to use enough floats of varying lengths to get soundings with inclina- 
tions not exceeding 30°. Soundings were plotted daily as the work progressed, and doubtful sound- 
ings were checked on succeeding days. 






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PRESERVATION OF NIAGARA FALIvS. 35 

To make certain that the agitated water just above the bottom was not responsible for the 
inclination and the jogging motion, several 3-foot floats were directed through areas where 4-foot 
floats had shown from 3.2 to 3.8 feet depth, and the 3-foot floats moved over these places erect. 
Because of this verification and by reason of the large number of floats observed, the bottom delLaea- 
tion is believed to be accurate. 

For velocity measurements, floats were made of half lengths of lath, weighted with a 60-penny 
wire spike on each side of one end, so that they floated erect with 3 to 4 inches showing above the 
surface. Before use the lath were thoroughly dried. Toward the shore, in 2 feet of water or less, 
surface floats were used. 

Fourteen velocity floats were released for each discharge measurement, and these were spaced 
about 40 feet apart toward midstream and closer near the shore. Each float was timed with a stop- 
watch, started as it crossed the upper range and stopped as it completed the traverse of the 100-foot 
base and passed the lower range; and, to trace its path, intersection with the lower range was read 
in by transit. The base length 100 divided by the time of passage gives the speed of the float in feet 
per second. Altogether 12 measurements of the volume of flow were made. 

In these observations the American Channel was conceived as made up of 14 panels or substreams, 
and the floats were started at such points on the cable as to thread the middle of these substreams. 
Where the float diverged from a line normal to the range lines, the length of travel was a little over 
100 feet, and this was compensated by a proportional shortening of the substream width. 

As the surface velocity is much greater than the velocity near the bottom, and a certain depth 
is spanned by the float, the observed speeds were reduced by coefficients derived from typical vertical 
curves in shallow water at the head of the rapids of St. Marys River. (See plate 15.) The weighted 
mean coefficient for variations of speed between surface and bottom was 0.905; and the corresponding 
coefficient for variations transversely was 0.994. 

During these observations for depths and velocities the elevation of the water surface was 
recorded by the self -registering water gauge wing dam set for this purpose. 

Each substream, as already described, was sounded over a length of 100 feet, at intervals of 25 
feet streamwise and at intervals of 10 feet crosswise. This gave five different cross-sectional areas 
for each substream, and these were reduced to a single axial cross section by taking the mean of 
all, both as regards depth and width. 

In the canal between the main shore and the wing dam about 1 80 cubic feet per second of water 
was flowing, as shown by floats, and this was added to the rapids volume. This water is returned 
to the rapids farther down, except a small portion passing the spillway. 

During the 12 measurements of flow in the American Channel, the mean height of Lake Erie 
registered by the Bufi'alo gauge was 572.41. As a rise of water at Buffalo takes nearly three hours 
to travel to Niagara Falls, the lake elevations three hours previous to the time of measurement were 
used. The wind was light and the lake was quiescent during the three days when measurements 
were made. 

Under the diversion conditions of 1907, the flow over the American Fall, as shown by Table 37, 
is roundly 10,000 cubic feet per second, Lake Erie being a little below a normal stage. 



PRESERVATION OF NIAGARA FALLS. 
Table 37- — Discharge summary, Americati Channel. 



No. 


Date. 


Time. 


Wind. 


Water-surface eleva- 
tions.* 


Discharge 
through 
American 
Channel. 


Total dis- 
charge of 
river. 


Percent. 

(h;i) 


Direc- 
tion. 


Ve- 
loc- 
ity. 


Hydraulic 
section. 


Lake Erie.. 


a 


b 


c 


d 


e 


f 


g 


h 


i 


k 




1907 








Feel. 


Feel. 


Cubic/eef. 


Cubicfeet. 


j 


I 


Dec. 7. . ■ 


S.46-10.15 


SW. 


5 


S5S. 04 


5-3- 50 


9>956 


307.400 


4. So 


3 


. . .do 


10. 20-11. 54 


SW. 


S 


558- °l 


572-45 


9.968 


306,300 


4- S3 


3 


...do 


I3.3I-I5-CL4 


SW. 


6 


55S.00 


573-53 


9.974 


20S.000 


4- So 


4 


...do 


15.09-16.33 


SW. 


6 


558-00 


573-54 


9.904 


30S.200 


4-76 


5 


Dec. 9 


S.46-IO.09 


SW. 





557- S6 


5-3. 14 


9.307 


199.500 


4-67 


6 


...do 


10. 16-11.43 


SW. 


: 


557- S9 


573-33 


9.3S3 


303.600 


4-61 


7 


...do 


13.34-14.36 


SW. 


S 


557-87 


572-09 


9,196 


198,400 


4-64 


8 


...do 


14.44-16-37 


SW. 


S 


557-84 


573- 07 


9.079 


19S.000 


4- 58 


9 


Dec. 10.. 


S. 39-10. 13 


NW. 


8 


SSS.04 


5-3- 85 


10.347 


315.100 


4. Si 


10 


...do 


10.17-11.41 


NW. 


S 


558.01 


573. 48 


10.16S 


206,900 


4.91 


II 


...do 


13.27-15.03 


N. 


7 


557-96 


573.35 


9,875 


204.100 


4-S4 


13 

Floi 


...do 


15.07-16.30 


NE. 


6 


557-96 


572. 64 


9.675 


210,500 


4.60 


557-96 


572.41 


9.736 
iSo 


205, 500 


4-74 


V inside wir 
Total disch 


(.Hain 
















9.916 


205, soo 


4-83 













* KToTB. — ^Water-surface elevations are in feet above mean tide at New York (1903 adjusted levels). 
Ele\'ation of Lake Erie from Buffalo breakwater automatic gauge. 
Discharge is given in cubic feet per second. 

During these measurements the range of Lake Erie elevation at BuflFalo was but 0.78 foot, from 
572.07 on December 9 to 572.S5 on the loth (see Table 37); and the corresponding water-surface 
elevations sho-mi by the wing dam water gauge were 557. 84 and 55S.04, showing a range of 0.2a 
foot at the hydraulic section. The mean heights for the two days, December 9 and 10, were 572.16 
and 572.58, wdth a lake range of 0.42 foot; and on the section, 557.86 and 557.99, with a range of 
0.13 foot. This range is not enough to establish the law of variation of discharge corresponding to 
Lake Erie stage, and it therefore appears safer to derive the approximate flow, for lower and higher 
lake stages, than those at the time of the measurements, from theoretical considerations in which 
all obser\-ational data are utilized, and ^\-ith which the measurements so far as they go are in accord. 

Assuming the volume of flow to vary proportionally to the 3/2 power of the mean depth on the 
hydraulic section, the volume of flow over the American Fall is as follows : 

Table 38. — Volume of flow over Atnerican Fall. 



Take Erie, 
elevation. 


Elevation 

at wing 

dam. 


Depth of 
water on 
section. 


Volume of 
flow 


Percentage 

of full river 

flow. 


FeeL 

575-00 
574-00 
573-00 
573.00 
571-00 
S70-00 
572.41 


Feet. 

559- Q4 
558-63 
558-33 
557-81 
557- 40 
556-99 
357-96 


FeeU 
4.16 
3-75 
3-34 
2-93 
3.53 
2.11 
3- 10 


Cubicfeel. 

IS. 450 
13.330 

11, ISO 

9.I30 

7,280 
5.590 
9,930 


Cubicfeet. 

S-S 
5-5 
5- 1 
4.6 
4.1 
3-6 
I4-S 



lAs measured. 



The head of the American Channel is shallower than the head of the main rapids, and the volume 
of flow has a higher rate of increase for shallow water than for deeper water. 



PRESERVATION OF NIAGARA FAI,I^. 37 

In the fall of 1907, soundings by the float method were made just above the crest of the American 
Fall, and the results are shown on plate 10. The Goat Island Bridge was utilized as a starting plat- 
form, and the floats were spaced along the crest line as well as the intervening islands and the current 
trend would permit. A second series of floats was passed over the crest in the channel between 
Goat and Luna Islands, showing a mean depth just above the crest of 1.3 feet. The mean depth 
on the main cataract of the American Fall, at stage 573.3 in Lake Erie, was found to be 1.68 feet. 
This depth should be taken \vith the reservation that floats had a tendency to follow the deeper 
channels, and so the true mean depth is probably not much greater than i}4{ett over the full Fall. 
This corresponds to a full river flow of 225,000 cubic feet per second, less diversions of above 13,000 
cubic feet in the Grass Island-Chippawa pool. For the conditions prevailing during these float 
soundings the mean surface current velocity just above the crest line was about 9.6 feet per second, 
or 6)4 miles an hour. 

When Lake Erie drops to elevation 570, the mean velocity is reduced to 6.3 feet per second, and 
when it rises to 575 the velocity is 1 1 feet per second, and this greater velocity gives a wider throw 
to the cataract when flowing full, and gives a fuller swell to the crest curve. These are clearly shown 
in the photographs of Chapter XI. 

It must be understood that these velocities are mean surface velocities, and that greater veloci- 
ties are present in some places along the crest and lesser velocities at others, and further that the 
velocities given are computed from known depths, not observed. 

Chapter Vlll. 

THE SHUTDOWNS OF THE NIAGARA F.\LLS POWER CO. 

On May 13, 1908, the Lake Survey Office was notified by Mr. Philip P. Barton, general manager 
of the Niagara Falls Power Co., that, to permit an examination of the east abutment of the upper 
steel arch bridge, where it was thought to have suffered from the wash of the tunnel discharge, this 
company would shut down its plant shortly after midnight of June 13. 

As the shutdown was to cover a period of some hours, the opportunity to observe the rise of water 
surface following a return to the river chaimels of about 8,000 cubic feet per second of flow appeared 
of great importance. As the rise in the river, provided qiuescent weather conditions prevailed, 
would conversely measure the lowering due to this diversion, elaborate preparations were made to 
test the rise at critical points, and also to measure the change in diversion causing this rise. 

Box gauges were set at the heads of each of the two large canals on the American side, to test at 
inten^als the records of the self-registering gauges maintained by the power companies. Another 
gauge was set, as in 1907, on the hydraulic section in the Niagara Falls Power Co.'s canal. A box 
gauge was set also at Prospect Point close to the crest of the American Fall, in the position occupied 
by the self-registering gauge in 1907. To obser\re precedent conditions, readings at lo-minute 
intervals were taken on the gauge at Prospect Point, beginning on the morning of the 13th, and, to 
secure a record of conditions during the shutdown and afterwards, were continued night and day up 
to the morning of the 15th. 

To make sure of a record at Buffalo and at the foot of Austin Street, staff-gauge readings were 
taken during the critical period to reinforce the self-registers. The gauges at Niagara Falls were 
insured against stoppages by a constant patrol. 

Current-meter measurements of the volume of flow in both large canals were made before the shut- 
down, as the gates closed, and after they were opened again. 

Had the weather conditions remained good, even so brief a period as this would have given some 
valuable information, for, in addition to the shutdown of the Niagara Falls Power Co., the Niagara 
Falls Hydraulic Power & Manufacturing Co. had arranged to restrict its flow so as to permit the 
greatest possible change. Unfortunately, the results were of smaU value. The shutdo^^^l in the power 
canal began about midnight and was completed by i .20 in the morning. The hydrauUc canal, on the 
other hand, had not completed its partial shutdown before 6 o'clock Sunday morning. Meanwhile, 
a stiff southwest storm on Lake Erie arose about midnight and caused the water at Buffalo to rise 
afoot and a half by 3 o'clock in the morning. This rise in the lake, causing increased flow in the river 



3S PRBSBRVATIOX OF NIAGARA FALLS. 

and. therefore, greater heights at all points, is entangled with that coming from the shutdown, and 
the two can not be separated. The rise on the crest of the American Fall between midnight and 3 
o'clock was 0.1 foot. Up to .: o'clock it was 0.06 foot, or three-fourths inch, and this, if attributable 
solely to shutdo\^^^, would be fiurly corroborative of anticipated results. 

The examinations of the Time shutdo\%ii ha\-ing shown the need of repairs on the abutment of the 
bridge and in the tunnel of the power company, a second shutdown of this company, aggregating 
practicalh- 10 da}-s. was made in July and Augaist. Considerable preparations were ag-ain made to 
make the most of this partial return of the river to a state of nature, and the obser\-ations were 
extended to incorporate very precise infonnation of the influence, not alone on the river-surt'ace 
levels, but also on Lake Erie's outflow. Early notification was sent to this office by the power com- 
pany, and the hydraulic company offered its cooperation to the extent of a preliminar\- increase of 
flow, and a ccssiition, on Sunday, July 19, only, of the larger part of the flow of its canal. 

The power company shut downiat 1.30 on the morning of the 19th, and remained closed until i j.30 
on the moniing of the 2Sth. when power house Xo. i resinned, power house Xo. :; remaining shut down. 

On August 1 , at n .30 at night , the shutdown was again complete and remained so up to 7.30 in 
the evening of August 2, when both power houses resumed. 

The shutdow^l was therefore practically complete on the o days. July 19 to 27, and nearly 
complete on August :;, or 10 da\"s in all. 

The mean condition of the river for these 10 da}^ of lessened di\-ersion is compared with the river 
condition on 6 days preceding the shutdown. July 13 to iS. and on 4 da>-s after resumprion, August 
3 to 6, making 10 days in all of the condition of normal diversion. 

During the 10 da>-s of diversion the mean water consumption of the two American companies 
was 7.830 cubic feet per second, and during the shutdown it was 1,640 cubic feet, a change in con- 
sumption of 6,210 cubic feet. ^See Table 39.') The small diversions of these companies prevailing 
at this time were due to the existing business depression. 

The average consumption of the Ontario Co. from July 13 to August 6. as derived from its cur\-es 
of total load, using a coefHcient of 0.0S66 to convert kilowatts to cubic feet per second, was less 
than 1,500 cubic feet, and was slightly less during the shutdo\m, owing to the lighter load of the 
three Sunda-s-s included, than in the six da^-s before and four da^^s following. During the shutdown 
a box gauge was established just above the forebay of the Ontario Co. Taken in connection with 
the Chippawa gauge, this gauge was an index of the comparative flow over the ^Tate^ wall and 
through the conduit of this company, in the two periods. 

Prior to the shutdow^l and after resumption the flow in the canals of the American companies 
was frequently measured \vith current meters, and during the shutdo\ni of the power company the 
flow in the hydraulic company's canal was measured daily. 

During the 5-day period, July 2S to August i, while power house Xo. 2 was still shut do\vn 
the flow in both canals was measured daily. The flow in the power company's canal \vas nearly 
equal to that existing when both power houses were in operation. For this reason the results of this 
period have small value and do not appear in this report. 

During the 25-day period, from July 13 to August 6. self-registering gauges were maintained 
in Lake Erie at BuS'alo. and in the river at Black Rock. Schlossers Dock. Grass Island, ^^"ing Dam. 
and Suspension Bridge; and on the Canadian side at Black Creek. Chippawa. crest of the Horseshoe 
Fall, and in the WTiirlpool. 

During the shutdown, in order to insure ohservarions in case of stoppages of the self-register- 
ing g-auge instnunents, readings at lo-minute inter\-als day and night were made on staff gauges in 
Lake Erie and at Austin Street, Black Rock, and the patrol of the self-registers by inspectors was 
bidi\ily or more frequent. X"o pains were spared to make the records complete and accura.te. 

Additional staff g-auges were read at Prospect Point, on the crest of the American Fall, and in 
the canals of the two American companies, and, as has been before stated, in the approach to the 
Ontario Co.'s intake. 

During tliis 25-day period, to corroborate the values of the change in Lake Erie outflow shown 
by the Suspension Bridge and ^^^lirlpool gauges, 50 measurements of the flow of the ri\-er were 
made at the International Bridge, Buffalo. 



PRESERVATION OF NIAGARA FALLS. 



39 



The many activities of this period kept a considerable party of civil engineers and assistants 
busy. In addition, a part of the staff-gauge reading at Buffalo and at the Ontario Co.'s intake 
was done by an inspector employed by the American section of the International Waterways Com- 
mission. 

The results of the shutdown are discussed in Chapters IX to XI, entitled "Effect on Lake Erie," 
"Effect on the Niagara River above the Upper Rapids," and "Effect on Rapids and Falls." 

No photographs were made in this period because it was well known in advance that the small 
change in diversion would have no visible effect on the American Fall, and because increased water 
consumption by the Canadian companies to supply the power company's customers with electric 
current during the shutdown would mask any small effect on the main rapids and Horseshoe Fall. 

For this latter reason no gauge readings were taken at Terrapin Point and, except as confirma- 
tory of results elsewhere, little weight has been given to the gauge readings on the Canadian end of 
the Horseshoe Fall. 

So far as effects on Lake Erie and the river above the rapids or on the American Fall are con- 
cerned, the diversions of the Electrical Development Co. or of the Canadian Niagara Falls Power 
Co., have no bearing. These two companies combined supplied, according to the total load curves 
furnished by them, an average of 7,110 kilowatts more during the lo-day period of the shutdown 
than during the lo-day period of comparison before and after the shutdown; and the producdon of 
this excess current meant an additional water consumption not exceeding i ,000 cubic feet per second. 
The Ontario Co., on the other hand, according to its total load curve, consumed less water by 100 
cubic feet during the shutdown than in the period of comparison. This, as has been explained else- 
where, is because the shutdown period contains three Sundays when manufacturing plants were 
not running, while the period of comparison is all working days. 

In discussing the change of flow in the Niagara in these two periods, the small difference in 
consumption indicated for the Ontario Co. is not considered, because changes in the water wasted 
over the water wall may exceed this amount and be of different sign. 

The detailed results of the shutdown of July- August, 1908, are given in Table 39, and this 
needs some explanation. 

Table 39. — The effects of the shutdown of July and August, igo8. 
DURING DIVERSION. 



Date. 



Z908. 
July 13 . 
July 14. . 
July 15.. 
July 16. , 
July 17. . 
July 18. . 
Aug. 3... 
Aug. 4. . . 
Aug. 5... 
Aug, 6. .. 



Means (10 
days)..., 



Mean water diversion (cubic feet 
per second). 



Niagara 

FaUs 

Power Co. 



6,300 
6,500 
6, 500 
6,300 
6,800 
6, 700 
6,000 
SiSSO 
6,500 
7,000 



Niagara 

FaUs 

Hydraulic 

Power & 
Manufac- 
turing Co. 



I, 700 
1,600 
1,500 
I, 250 
1,200 
1,500 
I, 200 
1,400 
1,500 
1,500 



Siun. 



8,000 
8, 100 
8,000 
7.S50 
8,000 
8, 200 
7, 200 
6,950 
8,000 
8,500 



7,850 



Elevation 
of Lalce 
Erie by 
Buffalo 
gauge. 



Feet. 
573-26 
573-28 
S73- 25 
S73- 13 
573-68 
573-51 
573- 12 
573-23 
573-32 
573- 40 



573-318 



River gauges (residuals in hundredths of a foot). 



Austin 
Street. 



Schlossers 
Dock. 



+ 7 
+ 11 
+ 14 
+ 12 
-I- 5 
-l-n 
-l-ii 
+ >7 
+ 23 
+ 11 



—4 
-7 
-7 

— 7 

— 5 

— 3 
o 

+1 

+3 



Grass 
Island. 



+ 13 



H-I3 
+ ■4 
+ 19 
4-19 
-Hi9 
+ 13 



+ 15- 7 



Chip- 
pawa. 



+ 8 
+ 8 
+ 6 
+ 5 
+ 13 
4-iS 
H-iS 
+ 15 
+ 10 



+ 10.4 



wing 
Dam. 



+ 15 
+ 13 
+ 12 



+ 12 
+ 14 
+ .4 
+ 14 



+ 13-4 



Prospect 
Point. 



+ 5 
+5 
+ S 
+4 
+4 
+4 
+3 



+4-3 



Residuals of dis- 
charge as shown 
by weirs. 



Suspen- 
sion 
Bridge. 



+ 100 

— 100 

— 100 

— 600 
+ 1, 100 
+ 700 

— 200 
+ 100 
+ 700 

— 400 



+ 30 



Whirl- 
pool. 



+ 100 
+ 700 
— 200 
+ 300 
+ 1,100 
+ 1, 100 



+ 1,000 
+ 1,300 
+ 100 



40 



PRESERVATIOX OF NIAGARA PALLS. 

Tabus 39. — The ejfccU of ilie shutdown of July aitd A ugusi, 190S — Contiiiued. 
DURING SHUTDOW'N. 



Sate. 



Mean water diveraon (cubic feet 
per secimdV 



Niaoira 

Falls 

Power Co. 



Niasara 
Falls 

Hydraulic 
Power & 
Maaufac- 

turins Co- 



Sum. 



Elevation 
of Lake 
Erie by 
Buffalo 
gauge. 



River gauges (residoals in hundredths of a foot.) 



Austin 

Street. 



Schlossers Grass 



Dock. 



Island. 



Chip- 
pawa. 



Wins 
Dam. 



Prospect 
Point. 



Residual of dis- 
charge as shown 
by weirs. 



Suspen- 
sion 
Bridge, i 



■WTiirl- 
pool. 



I90S< 
July 19. . 
Jub^ », , . 
July 21... 
Jub-j.-... 
July ij... 
July 24. . . 
Julysj... 
Julj- !6. . . 
Jul>=7... 
.\ug. I... 



-JO 
l?350 
I, Sao 
i.Soo 
I. $00 
i>JSO 
1.750 
s. TOO 
X..600 

X.I03 



J50 
I-iSO 
I.Soo 
j.Soo 
I.Soo 
1.750 
1.750 
1,700 
X.600 

2. ICO 



Fftl. 

573-30 
575- 1= 
57S. 15 
575. -S 

573.05 
75=. SS 
573.03 
575.01 
573. '6 
573. 10 



+ U 
+ M 

-)-I2 

+u 

+15 
+15 
+15 
+.9 
+16 
+17 



+1 
+6 
+3 
+4 
+4 
+6 
+ 7 
+3 
+3 



+36 
+39 
+40 



+19 
+22 
+S3 



+3S 
+3S 
+40 
+4= 
+3S 
+35 



+35 
+2S 

+21 

+20 



+21 
+ 20 
-f20 
+ 16 
+ 16 
+16 
+16 
+ 15 
+12 
+ 19 



+7 
+S 
+S 
+5 
+5 
+5 
+4 
+4 
+4 
+5 



—I.Soo 

— 300 

o 

- Soo 
—1. 300 
— 1. 000 

- Soo 

— TOO 
— I. 100 
—1.500 



Means (10 
days) 



■ \ i>&»o 573.105 



+3.S \ +3S-4 +23.1 +17. 1 4-5.5 —920 



+ 1,100 
O 
+ 100 
4- 400 
+ 500 
+ 700 
— 200 



+370 





Decreasein 
diversion. 


Decrease in total 
Rise at river ganses during shutdown. ri\-er discharge 

' during shutdown. 






Austin 
Street. 


Schlossers 
Dock. 


Grass 
Island. 


Chip- 
pa wa. 


"^Tng 
Dam. 


P^'P«t ^4^- -S^-hirl- 
P""'- BriSe. ^■ 




6. 3ie 




2.S 


6.S 


22. J 


Fevt. 
".7 


Fie!. 

3- 7 


Fee*, 
i.i 


Cubic fttl. CtMcfttl. 
950 1 340 








600 






















River gauges.- A (+) residual indicates that the river is higher than its normal height for the corresponding lake stage: A (— ) residual indi- 
cates that the ri\-er is lower than its normal height for the correspondins Lake stage. 

ResiduiUs of discharge are in cubic feet per second. -\ (4-) residu.al indicates that the flow in the river is greater than normal for the corre- 
sponding height of Lake Erie. .\ (— ) residu.^ indicates that the reverse is true. 

Diversions refer to those on Americim side only. That of the Ontario Power Co, was pracdcallj- constant for this period. 

It will be noticed that Lake Erie at Buffalo was at elevation 573.32 during the 10 days of diver- 
sion and 573.10 during the shutdown, making the lake 0.22 foot low for the latter period. This 
difference in level, however, does not produce any error in the results because it is eliminated by 
reducing to a common lake-level plane. For each day the elevation of the water surface for that day's 
level of Lake Erie at Buff;ilo is computed for each gauge by its equation of equivalent river heights. 
If the Chippawa gaug:e on July 14 shows o.oS foot higher than its computed height, a plus residual 
(-f S) is set down. If on July 20 the river at Chippawa is shown by the gauge to be 0.22 foot higher 
than its computed height, a plus residual (-)-22) is set do^-n. The excess of the residual during this 
one day of shutdowai over that of this day of di\-ersion (22 — S) shows that for exactly the s;ime lake 
stage the river for the shutdown day is 0.14 foot high, and that is the e\-idence of these two days as 
to the effect of the shutdown. The mean residual during the di^-ersion da%-s subtracted algebraically 
from tlie mean residual during the shutdown shows, if plus, the rise, and if minus, the lowering due 
to the shutdowai. 

The equations of eqxmTilent ri\-er height by which these residuals are deriA-ed are ver}- exact, 
but if any smaU constant error should exist in them it is eliminated by the subtraction. 

As, however, any error in the ratio of change at the river gauges for a unit change of Lake Erie 
at Buffalo is not eliminated by subtraction, some discussion is needed to indicate how large it may be. 



PRESERVATION OF NIAGARA FALLS. 4 1 

A gauge was maintained at Grass Island in 1903, and the equation resulting from the observa- 
tions was — 

Grass Island (1903) = 560.826 + 0.543/1 "(3) 

in which h is the water-surface elevation of Lake Erie at Buffalo above 570. The ratio of river 
change to lake change is 0.543. 

In 1907 a gauge at the same place showed — 

Grass Island (1907) = 560.528-1- 0.555/1 (4) 

For Lake Erie at stage 573 this gives the water surface at Grass Island as follows: 

^903 562-455 

i9°7 562. 193 

This shows a lowering between 1903 and 1907 of 0.262, or a little over 3 inches. This lowering 
is mainly due to the removal of the temporary diverting dam of the Ontario Co., the use of water by 
that company, and some increased diversions on the American side. The ratios, however, in the 
two equations, 1903, 0.543, and 1907, 0.555, differ by but 0.012 foot, or one-eighth inch, for a change 
of a foot at Buffalo. 

A combination of the 1903 and 1907 observations gives a ratio of 0.556, or roundly 0.56, which 
has been used in the reductions and in this report. 

As the Chippawa gauge is just across the river in the same pool, its equations are of interest in 
relation to the ratio of change. 

The 1906 gauge at Chippawa gives — 

Chippawa (1906) = 561. 240+ 0.549/1 (5) 

No separate equation is derived for the 1907 observations, but for the observations of 1906 and 
1907 combined the following equation results: 

Chippawa (1906-7) = 561.2284-0.557/1 (6) 

For Lake Erie at 573 these equations give: 

Chippawa (1906) 562.887 

Chippawa (1906-7) 562. 899 

The ratio, 0.56, identical with that at Grass Island, has been used in the reductions and in this 
report. 

The four derived ratios summarized are : 

Grass Island (1903) o 543 

Grass Island (1907) cec 

Chippawa (1906) , j^p 

Chippawa (1906-7) --- 

There seems little doubt about the propriety of the ratio 0.56, representing as it does the later 
conditions. However, if 0.50 were the proper ratio instead of 0.56, the error entering into the results 
in this pool during the shutdown would not exceed (0.22 X 0.06), or 0.013 foot. 

The 1906 observations gave for the Willow Island gauge at the head of the American Channel 
a ratio of 0.422, and the 1907 observations for wing dam a little farther downstream give 0.412. 

In the Whirlpool the following variations of ratio are shown : 

1906 2.478 

1907 2.482 

1906-7 ._ 2. 458 

and the ratio used in reductions is 2.47. 

For Suspension Bridge the range of ratios is greater : 

1906 2. 285 

^9°7 2.375 

1906-7 2.286 

and 2.29 was accepted as the proper ratio. 

At Austin Street, Black Rock, the observations show ratios as follows : 

1903 0.830 

1907 802 

1899, 1900, 1903, 1907 821 

and 0.82 is accepted as correct. 



42 



PRESERVATION OF NIAGARA FALLS. 



The ratios at Prospect Point, Terrapin Point, and at the Canadian end of the Horseshoe Fall 
are Hkely to have errors as great as 5 per cent or more of their values, because the ratios depend on 
the records of a few months only. 

Table 40. — Comparison of daily mean water-surface elevations observed and computed. 



Date. 



igo8. 

July 13 

July 14 

July IS 

July 16 

July 17 

July 18 

July 19 1 

July 20 ^ 

July 21 ^ 

July 22 ^ . . . ; 

July 23' 

July 24 1 

July 25 > 

July 26 ' 

July 27' 

July 28 2 

July 29^ 

July 30 2 

July 31 - 

Aug. 1 1 

Aug. 2 1 

Aug. 3 

Aug. 4 

Aug. 5 

Aug. 6 



Buffalo. 



Feet. 
573- 26 
573- 28 
573- 25 
573- 13 
573-68 
573.51 
573-30 
573-12 
573- 15 
573- 25 
573-05 
572.88 
573-03 
573-01 
573- 16 
573- 16 
573-11 
573- iS 
573-17 
572-94 
573- 10 
573- 12 
573- 23 
573-32 
573-40 



Austin street. 



Observed. 



Feet. 
567.98 

568. 03 

568. 04 
567- 92 
568. 30 
568. 22 
568. 08 
567- 92 
567. 94 
56S. 04 
567- 89 
567- 75 
567-87 
567. 89 
567. 98 
567-97 
567-95 
567-97 
567.98 
567- 76 
567-95 
567. go 
568. 02 
568. 19 
568. 13 



Computed, 



Feet 
567. 
567 
567' 
567 
568. 
568. 
567. 
567, 
567 
567 
567 
567 
567 
567. 
567. 
567. 
567 
567 
567 
567. 
567. 
567- 
567. 
567 
568. 



River 

high. 



+ 7 
+ 11 
+ 14 
+ 12 
+ 5 
-fll 
+ 14 
+ 13 
■ +12 
+ 14 
+ 15 
+ 15 
+ 15 
+ 19 
+ 16 
+ 15 
+ 17 
+ 15 
+ 15 
+ 12 
+ 17 
+ 11 
+ 17 
+ 23 



Schlossers Dock. 



Observed. 



Feet. 
564. 16 
564- IS 

564. 16 
564- 09 
364.36 
564-35 
564- 27 
564- 16 

564. 17 
564- 25 
564- IS 
564. 04 
564. II 
564- 14 
564- 19 
564- 17 
564- 13 
564- 14 
564- 13 
563-99 
564-17 
564. 10 
364- 18 
564- 32 
564. 23 



Computed 



Feet. 
564. 20 
564. 22 
564- 23 
564. 16 
564-41 
564-37 
564- 27 
564- 14 
564. II 
564. 22 
564. II 
564.00 
564- 05 
564- 07 

564. 16 
564- IS 
564. 14 
564- 15 
564- 17 
564. 01 
564. 14 
564. 10 

564. 17 
564. 29 
564- 25 



River 

high. 



— 7 
-7 
-7 

-s 

— 2 
±0 
+ 2 

+6 
+3 
+4 
+4 
+6 
+ 7 
+3 
+2 
— I 

— I 
-4 
— 2 
+3 
±0 
+ 1 
+3 

— 2 



Chippawa. 



Observed. 



Feet. 
563- 12 
563. 12 
563- 14 
563-05 
563- 28 
563-32 
563-28 
563- 19 
563. 18 



563- 14 
563- 16 
563- 20 
563- IS 
563- II 
563- 12 
563. 12 
562.98 
563- 18 
563.08 
563- IS 

563. 26 
563. 18 



Computed. 



Feet 
563 
563 
563 
562 
563 
563 
563 

562 

562 
563 
562 
562. 
562. 
562 
362 
562 
562 
562 
563 
562 
562 
562 
563 
563 
S63 



River 

high. 



+ 9 
+ 8 
+ 8 
+ 6 

+ 5 
+ 13 
+ 19 
+ 22 
+23 



+25 

+25 

+ 21 
+ 17 
+ 14 
+ 14 
+ 12 
+ 13 

+ 20 

+ 15 
+ 15 

+ 15 
+10 



Date. 



Buffalo. 



Grass Island. 



Observed. 



Computed, 



River 

high. 



Wing dam. 



Observed. 



Computed. 



River 

high. 



Prospect Point. 



Observed. 



Computed. 



River 
high. 



1908. 

July 13 

July 14 

July 15 

July 16 ." 

July 17 

July 18 

July 19 I 

July 20 1 

July 21 1 

July 22 1 

July 23' 

July 24 1 

July 25' 

July 26 I 

July 27' 

July 28 « 

July 292 

July 30 2 

July 31 » 

Aug. 1 1 

Aug. 2 I 

Aug. 3 

Aug. 4 

Aug. s 

Aug. 6 



Feet. 
573- 26 
573-28 
573- 25 
573- 13 
573-68 
573-51 
573-30 
S73-I2 
573- 15 
573- 25 
573- OS 
572-88 
573- 03 
573-01 
573- 16 
573- 16 
573- II 
573- 16 
573-17 
572-94 
573- 10 
573- 12 
573- 23 
573-32 
573-40 



Feet. 
562.46 



562. 65 
562. 62 
562. 75 
562. 6s 
562. 64 



562.62 
562. 52 
562. 59 
562.62 
562.66 
562.49 
562.46 
562.4s 
562.44 
562.32 
562. 62 
562.42 
562. 48 
562. S9 
562. 50 



Feet. 
562.33 
562.34 
562.3s 
562. 29 
362.52 
562.48 
S62.39 
562.26 
562. 24 
562.34 
562. 24 
562. 14 
562. 19 
562. 20 
562. 28 
562. 28 
562. 26 
562. 28 
562.30 
562. 14 
562. 27 
562. 23 
562. 29 
562.40 
562.37 



+ 13 



Feet. 
558.47 
558.46 
558- 46 



+ 13 
+ 14 
+36 
+39 

+40 



+38 
+38 
+40 
+42 
+38 
+ 21 
+ 20 
+ 17 
+ 14 
+ 18 
+35 
+ 19 
+ 19 
+ 19 
+ 13 



SS8- 59 
558- 58 
558- 58 
558.48 
558-46 
SS8. so 
558.42 
SS8.34 
558.38 
558.38 
558.41 
558.37 
558-37 
558-39 
558. 40 
558-31 
558-47 
558.39 
558.44 



Feet. 
558.32 
558.33 
558.34 
558. 29 
558.47 
558.44 
SS8.37 
558. 28 
558. 26 
558.34 
558- 26 
558- 18 
558- 22 
558- 23 
558- 29 
558- 29 
558- 28 
558- 29 
558- 30 
558- 19 
558-28 
558- 25 

558- 30 
558-38 
558-36 



+ 15 
+ 13 
+ 12 



+ 14 
+ 21 
+ 20 
+ 20 
+ 16 
+ 16 
+ 16 
+ 16 
+ 15 
+ 12 
+08 
+ 09 
+ 10 
+ 10 
+ 12 
+ 19 
+ 14 
+ 14 



512-93 
512.98 
512-97 
512.97 
512.95 
512.94 
512-94 
512.91 
512.89 
512.89 
512.90 
512-91 
512.90 
512.90 
512.91 
512.91 
512.88 
512-93 
512.90 
512.92 
512-94 
512-92 



Feet. 
512.88 
512.89 
512.89 
512.88 
512-93 
512. 92 
512.90 
512.87 
S12.86 
512.89 
513.86 
SI2.84 
512-85 
512.86 
512.87 
512.87 
512. 87 

512.87 

513.88 
512.84 

512. 87 
512.86 
512.88 
512.90 
512.89 



+5 
+5 
+ 5 
+ 7 
+8 
+8 
+5 
+3 
+S 
+4 
+4 
+4 
+3 
+3 
+4 
+3 
+4 
+5 
+4 
+4 
+4 
+3 



1 Shutdown. 



* Partial shutdown. 



PRESERVATION OF NIAGARA FALLS. 



43 



The residuals of Tables 39 and 40, therefore, in the conversion processes necessary to make the 
results comparable, have not been subjected to distortion. 

The mean decrease in the diversion in the two lo-day periods compared was 6,210 cubic feet 
per second. The first effect of this was to add that much water to the flow over the Rapids, and 
this required a rise in the Chippawa-Grass Island pool of 0.117 foot as shown at Chippawa; this 
backed up the river so as to cause a rise at Austin Street, Black Rock, of 0.028 ; and this in turn lessened 
the outflow from Lake Erie, as indicated by the gauges at Suspension Bridge and in the Whirlpool 
by 600 cubic feet per second. The final outcome was that the change in flow over the Rapids was 
6,210 less 600, or roundly 5,600, and the bulk of this went over the main rapids. At the same time, 
the Electrical Development Co. and the Canadian Niagara Falls Co. assuming a part of the burden 
laid down by the Niagara Falls Power Co. which had shut down, took from the main rapids perhaps 
1,000 cubic feet, giving a probable excess flow over these rapids and the Horseshoe Fall of only 
4,500 cubic feet per second. 

In order, therefore, to derive the final effect of a diversion of 10,000 cubic feet 'm the American 
canals, the difference in the residuals shown in the summary must be multipHed by 10000/5600, or 
by 1.79. The effects of 10,000 cubic feet so diverted are given in the discussion in specific chapters. 

The agreement of the residuals from day to day is sufhcient warrant that heavy rainfalls or 
windstorms did not interfere with the essential fairness of the test; but to make the evidence com- 
plete, the following abstracts furnished by the weather observer at Buffalo, Mr. D. Cuthbertson, 
are included in this report. 

Table; 41. — Weather conditions, igo8. 



July 13, partly cloudy. 
July 14, partly cloudy . 
July 15, partly cloudy. 

July 16, clear 

July 17, cloudy 

July 18, cloudy 

Aug, 3, partly cloudy. . 
Aug. 4, partly cloudy. . 

Aug. 5, cloudy 

Aug. 6, partly cloudy. . 



Total. 
Mean. 



July 19, cloudy 

July 20, partly cloudy . 

July 21, cloudy 

July 22, clear 

July 23. clear 

July 24. cloudy 

July 25. partly cloudy. 

July 26, clear 

July 27, clear 

Aug. 2, clear 



Total. 
Mean. 



Differences. 



DURING DIVERSION. 



DURING SHUTDOWN. 



Wind. 



Direction 
from 
which 
blows. 



SW. 

SW. 

NW. 

SW. 
S. & SW. 
W. & SW. 

SW. 
SW. 

SW. 

SW. 



SW. 



NE. 

N. 

N. 
SW. 
NE. 

E. 

E. 

E. 
NE. 

N. 



N.& E. 



Velocity 

(miles per 

hour). 



9.0 

II. o 

16.0 
8.0 
20.0 
16.0 
10. o 

17.0 
18.0 
17.0 



7.0 
7.0 
5.0 
9.0 
8.0 

14.0 
9.0 
9.0 

8.0 
9.0 



8.5 



Precipi- 
tation 
(inches). 



0.41 
.09 
-00 
.00 

1.02 
.92 
.00 



Trace. 



.77 
Trace. 
.00 
.04 
.07 



Barometer. 



29- 13 

29.09 

29. 20 
29.32 
28.94 
28.86 

29. iS 
29.06 
28.94 
29.02 



29.13 
29.32 
29. 20 
29. 28 
29.38 
29.40 
29.39 
29.36 
29. 28 
29.18 



44 PRESERVATION OF NIAGARA FALLS 

The fact that Lake Erie, with its 240 miles of length, was but 0.22 foot higher during the lo-day 
period of diversion than during the shutdown indicates the small effect of the southwest wind, with 
its higher velocity, as opposed to the north and east winds of the shutdown period. 

The precipitation, except as it might cause a slight rise in Chippawa Creek, is of little moment. 
The high precipitation of July 17 and 18, during diversion, was probably still running off on the 19th 
and 20th, and therefore affected both periods, and its influence is largely eliminated by subtraction. 

Note. — In Appendix 3, the following tabulations of data are given: 

Table 42. — Volume of river flow by three weirs. 

Table 43. — Variation at different gauges. 

Table 44. — Flow in power canal for shutdo\\Ti periods. 

Table 45. — Flow in hydraulic canal for shutdown periods. 

Table 46. — Water-surface elevations at various gauges dxu-ing shutdown period. 

Chapter IX. 

EFFECT ON LAKE ERIE. 

If the diversions of water at Niagara Falls for power purposes have the effect of draining Lake Erie 
to a lower level, navigation interests are correspondingly injured. The freighters of the Lakes load 
to the limit of existing depths, and every inch of draft lost by reason of shallower harbors or channels 
means to each large freighter a loss of over 80 tons in carrying capacity each trip. As the movement 
of freight on the Lakes has reached an aggregate of over 75,000,000 tons a year, and as 84 per cent 
of this traverses Lake Erie, any interference with the surface level of this lake is a matter of vital 
concern to commerce. 

Furthermore, the surface levels of the Detroit River and Lake St. Clair, critical Unks in the lake 
commerce, are immediately, and those of the St. Clair River, Lakes Michigan and Huron, and St. 
Marys River to the locks at Sault Ste. Marie are, in a measure, dependent on Lake Erie level. It has 
been estimated that Lakes Michigan and Huron will be lowered 4 inches by a lowering of i foot on 
Lake Erie. 

While compensating works to regulate the outflow of Lake Erie into the Niagara River have been 
proposed, they have not been constructed, and deductions must therefore take the conditions as 
they exist. 

It is fortunate that the solution of the problem whether Lake Erie has been or is Ukely to be low- 
ered by the increase in the diversions in the Niagara River above the first cascades, since the exten- 
sive hydraulic measurements of the Lake Survey in 1898- 1900, is exceedingly simple and, within 
narrow limits, conclusive. In the eight years that have elapsed since the original measurements, the 
diversions have increased roundly 7,000 cubic feet per second, but so far as the level of Lake Erie 
is concerned, the precise figure of this increase is irrelevant, because other artificial changes in the river 
during this period compUcate the result. 

The test of the level of Lake Erie may appear difficult because of the constantly varying surface 
height. Variations in the rainfall and evaporation, in the inflow of tributary rivers, and in the out- 
flow of the Niagara River, present such complex conditions as to render futile any analysis of these 
elements ser\'ing to account for the precise existing elevation. 

Prior to 1906, there was known no law connecting the level of Lake Erie vrith that of fluctuating 
water surfaces elsewhere, thereby reciprocally serving to test the height of the lake and to determine 
the presence or absence of effects due to definitely established causes. Lakes Huron or Ontario 
might seem to serve such use, but fixed relations between the surface levels of these lakes and that of 
Lake Erie are not definite enough, and both Lake Huron and Lake Ontario have been influenced by 
artificial changes that have interfered with the natural relation of their heights to that of Lake Erie. 
The Chicago Drainage Canal has lowered Lake Huron by an amount differing slightly from the lower- 
ing of Lake Erie, and the Gut Dam at the Galop Rapids of the St. Lawrence River, built in 1903, has 
raised Lake Ontario about half a foot, which more than offsets the present effect of the Chicago Canal. 
It follows that any determination of what ought to be the level of Lake Erie based on the level 
of Lake Huron or of Lake Ontario is likely to be widely in error. 



PRESERVATION OF NIAGARA FAI^LS. 45 

Since 1906, however, the law connecting the level of Lake Erie with the levels of the surface of the 
Niagara River at fixed locations in the Upper Gorge pool at Suspension Bridge and in the Whirlpool 
has been determined. These are the points occupied by the self -registering water gauges in 1906, 
1907, and 1908. Whenever the mean water-surface elevations for a lo-day period are known at 
these two points, the proper elevation of Lake Erie now becomes known. (See pi. 3.) 

These two river gauges serve to determine the effect of any change occurring after 1906, but 
for changes prior to 1906 rehance is placed on the relation established in 1 898-1 900 between Lake 
Erie level and the volume of river flow. 

Thus, in this earlier work it was found that when Lake Erie is at elevation 573, at the Buffalo 
water gauge, the river flow on the International Bridge section was 218,460 cubic feet per second, and 
as long as the river regimen is not changed this relation of lake level and volume of flow must remain 
true; and it follows, conversely, that when the flow is 218,460 the lake should be at elevation 573. 

The work of 1 898-1 900 measured both the lake level and the volume of flow, and determined 
the relation known as the law of discharge. The work of 1907 measured the volume of flow and 
derived by means of the law of discharge the proper lake elevation. The actual elevation, as shown 
simultaneously by the water gauge, was then compared with the derived elevation. If the derived 
elevation is the same as the actual elevation shown by the water gauge, the lake is precisely where 
it should be, so far as Niagara River conditions affect its level, and no additional tendency to lower 
is present in the rate of outflow. 

If, however, in 1907 and 1908, the height of the lake as registered by the Buffalo water gauge is 
lower than the height computed from the volume of discharge, the facility of outflow has been increased 
and the lake has lowered, or will lower, by an amount which is the difference between the observed 
actual level of the lake and the computed level. 

On the other hand, if the Buffalo gauge shows the lake actually above the height computed from 
the discharge measurements, the outflow of the lake has been retarded and the lake has risen, or will 
rise, by an amount which is the difference between these heights. 

The value of this test lies in the fact that at anytime the ultimate effect on the lake of any 
obstruction of the river flow, or of any increase of the flow, may be immediately determined without 
waiting for the lake to actually impound or to release the quantity of water involved in the final 
completed change. This is very important, because such a change usually requires a number of years. 

The measurements of the discharge made in 1 907 and 1 908 for testing the lake level were at the 
International Bridge section, as measurements of the current velocities are easily and accurately 
made from the bridge floor as a platform. A full discharge measurement consisted of current-meter 
determinations of the velocity at the index points of 21 stations, covering the river width. At the 
same time, the elevations of the water surface of the lake, and of the river at the bridge, were recorded. 
The measuring of the water-surface elevations is very precise, even when the lake or river is rough, 
because wave motion is eliminated by using fixed gauge pipes or boxes into which the water is admitted 
through a ^-inch hole, thus securing smooth water inside. The error of the water-level measurement 
is therefore so small as to be negligible. 

The error in the velocity measurements was eliminated in the 1907-8 work as far as possible 
by using three different current meters, all of the same type as, and in part identical with, those of 
1 898-1 900, and in detail the same methods of observation were used. 

The velocity coefficients derived in 1 898-99 were used without change in the 1907-8 reductions, 
and small errors in these coefficients are eliminated in the comparison. The cross-sectional areas 
derived in 1899 were also used in the reductions of the 1907-8 work (except in span 2), and any errors 
in the original areas are thus likewise eliminated in the comparison. 

In fact, so far as the rederivation of the lake level is concerned, it makes little difference how much 
error existed in the original cross-sectional areas and velocity coefiScients, since these same areas 
and coefficients are used in both reductions. If, however, the cross-sectional area has changed since 
the original work, corrections must be made for that change. In the case of the bridge section, the 
bottom is of bedrock toward the Canadian shore and of stable material well toward the American side, 
except in spans i and 2 where the bottom is sand. These spans were resounded in 1908, and the first 
was found unchanged, while the second had scoured about 2 feet. This was caused by the removal 



46 



PRESERVATION OF NIAGARA FALLS. 



of a gravel shoal a short distance up the river, which permitted an increase in the current velocity. 
The increased depth in span 2 is corrected for in the results shown in this report. 

To ascertain whether scour was present in the swiftest water, spans 3 and 4 were resounded and 
found unchanged. The bottom in all other spans is of such stable material as to preclude any appre- 
ciable scour. 

To determine the condition of Lake Erie as affected by changes in the Niagara River, 40 meas- 
urements of the discharge were made during October and November, 1907; 22 measurements were 
made between June and July, 1908, and 22 more in July and August, 1908. (See Table 47.) 

Table 47. — Elevation of Lake Erie derived from discharge of Niagara River, International Bridge, Buffalo, N. Y. 



Number. 



13- 
14- 
IS- 
16. 
ij- 
tS. 
19. 



23- 

24. 
=3- 
26. 
27- 
2S. 
29. 
30- 
31- 
32- 
33- 
34- 
35- 
36. 
37- 
38- 
39. 
40. 
41. 
42- 
43- 
44. 
45. 



Date. 



1907. 

Oct. 21 

Oct. 22 

...do 

...do 

Oct. 23 

...do 

...do.... 

Oct. 24 

...do 

...do 

...do 

Oct. 2S 
...do.... 
...do.... 

Oct. 26 

...do 

...do 

-..do 

Oct. 28 

...do 

...do 

...do 

Oct. 29 
...do.... 
...do...- 

Oct 30 

Oct- 31 

..do.-- 

..do... 

Nov. 

..do... 

..do... 

..do... 

Nov. 

..do... 

..do... 

Nov. , 

..do... 

..do... 

..do... 

June 26 

June 27 

..do.... 

..do.... 

June 29 



Wind. 



Direction. 



SW. 
SW. 
SW. 
NW. 
NW. 
NW. 
NW. 
NW. 
SW. 
SW. 
NW. 
NW. 
NWr. 
NE. 
NE. 



NW. 
NW. 
NW. 
NW. 
NW^. 
NW. 
NW. 
NE. 



NW. 
SE. 
SE. 
SE. 
S. 
S. 
S. 
S. 
S. 
W- 
W. 

w. 
SW. 

SE. 
SW. 

w. 
w. 
w. 



Esd- 
mated 
velocity 
(miles). 



30-20 
6 
6 



Change of Lake 

level durini: 
measurement. 



Rise 
(feet). 



Fall 
(feet). 



0.13 
.00 
.07 
.41 
.26 
.01 
.02 
.04 
.16 
. II 
.07 
.38 
.01 
.00 
■07 
.04 
.14 
.24 
-32 
.oS 



.23 
.26 
.01 
•03 
. 10 
•IS 



Fall 
Lake 
Erie to 
bridge 
(feet). 



4-9S 

4-94 
S-03 
4-93 
4.71 
4-75 
4.86 
4-93 
4-85 
4.84 
4.84 
4-58 
4-71 
4--S 
4- 87 
4. 86 
4.65 
4. 60 
4.61 
4- SI 
4.69 
4.90 
4-92 
4-76 
4-74 
4-85 
4-84 
4.81 
4.67 
4-S7 
4.81 
4-77 
4.78 
S-04 
4-99 
4.80 
S-OI 
4.85 
4-79 
4-94 
4.96 
S-I7 
5-23 
5.20 
4-90 



Meter 

U S. 

Lake 

Survey, 



2B 

2B 

4A 

iB 

iB 

iB 

2B 

iB 

2B 

2B 

iB 

iB 

2B 

2B 

2B 

iB 

iB 

2B 

2B 

iB 

iB 

iB 

iB 

2B 

2B 

2B 

2B 

2B 

2B 

46A 

46A 

46A 

46A 

46A 

46A 

46A 

46.^ 

46A 

46A 

46A 

14B I 

14B I 

iB I 

iB I 

iB I 



Discharge 
(cubic feet 
per second). 



224,070 
225,850 
235,600 
225,700 
202,510 
202,870 
211,320 
212,030 
215, 140 
209, 230 
207, 170 
205,550 
19S, 900 
207, 120 
205.470 
208,220 
196,450 
190, 050 
208,370 
196, 210 
204, 220 
211,430 
213.770 
210,540 
212,070 
212,380 
214,080 
208, 650 
201,650 
208, 330 
211, oSo 
210, 220 
209, 780 
219,360 
216,660 
207,810 

224, 720 
213. 3S0 
213,230 
218, 840 

225, 820 
219, 030 
229, 760 
227,780 
225,460 



Lake Erie elevation 
(feet). 



Computed. 



5 

573' 

573 

573' 

572. 

57=' 

572 

572. 

5' 

572. 

S72. 

572 

572' 

572. 

572. 

572. 

S7I 

S7I' 

S72. 

571' 

S72. 

572. 

S72. 

572. 

572. 

S72. 

572. 

572. 

S72. 

572. 

S72. 

572 

S72 

S73 

572 

572 

573 

S72 

572 

573 

573 

573 

573 

S73 

S73 



572. 
573. 
573. 
573. 
572. 
572. 
S72. 
572 
572 
572 
572 
S72. 
572. 
S72 
572. 
S72. 
572. 
571. 
572. 
572. 
572. 
572. 
572. 
572. 
572. 
572. 
572. 
572. 
572. 
572. 
S72. 
572. 
572. 
S72. 
572. 
572. 
573- 
572. 
572- 
572- 
S73- 
S73. 
573- 
573. 
573. 



Difference (feet). 



Lake, 

high. 



0.04 
.16 



•17 
.25 
.06 
.09 



Lake, 
low. 



.06 

.04 
■27 
•03 
.06 





•OS 










•OS 


•IS 






.04 


.04 
.00 


.00 
-14 
.28 






•35 
.16 






.03 
. 21 






.26 




-23 










-08 


.OS 




.28 






.05 








.07 


.23 




.06 





PRESERVATION OF NIAGARA FALLS. 47 

Table 47. — Elevation of Lake Erie derived from dtsctiarge of Niagara River, International Bridge, Buffalo, N. Y — Con. 



Number. 



Wind. 



I Change of Lake 
level during 
measurement. 



Esti- 
mated 
velocity 
(miles). 



Rise 

(feet). 



Fall 
(feet). 



FaU 
Lake 
Erie to 
bridge 
(feet). 



Meter 

U.S. 

Lake 

Survey. 



Discharge 
(cubic feet 
per second). 



Lake Erie elevation 
(feet). 



Computed. 



Observed. 



Difference (feet). 



Lake, 
high. 



Lake, 
low. 



1907. 
June 29 
June 30 
...do... 
...do... 
..do... 
July 
..do... 
...do... 
..do... 
July I 
...do... 
...do... 
...do... 
July 
...do... 
July ; 
...do... 
...do... 
...do... 
July 10 
...do 
...do 
...da 
July 16 
...do 
July 18 
...do 
July 20 
...do.. 
...do.. 
July : 
...do.. 
...do.. 
July 22 
...do... 
...do... 
...do... 
July 2 
...do... 
...do... 
...do... 
July 2 
...do... 
...do... 
...do... 
July 25 
...do... 
...do... 
July 27 
...do, 
July 29 
...do 
July 30 
...do.. 
...do.. 
July 31 



SW. 
SW. 
SW. 
SW. 
SW. 
E. 
NE. 
NE. 
NE. 
SW. 
SW. 
SW. 
SW. 
SW. 
SW. 
NW. 
NW. 
NW. 
SW. 
SW. 
SW. 
SW. 
SW. 
SW. 
SW. 
SW. 
SW. 
NW. 
SW. 
NW. 



NW. 
NW. 
SW. 
SW. 

SW. 
NW. 
NW. 
NW. 

NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 



NE. 
SW. 
SW. 
SW. 
SW. 
SW. 
SW. 



7-20 

8 

7-12 

IS 

ID 

5 
6-2S 

IS 
20-7 

IS 

12 
10 
15 

iS 

18 
38 
38 

10 

25-40 

6 
6 
6 
6 

s-is 

S 
10 



•15 
.08 
.16 
.14 
.07 
.18 
.06 
.03 
.06 



.06 
.09 
.26 
.14 



• OS 
.04 
.16 
.06 
•13 
.06 
.06 
.14 
•IS 

• iS 

-14 

•IS 

■13 

•OS 

• OS 

• 06 

• 06 



iB I 

14B I 

14B I 

iB I 

iB I 

14B 4 

14B 4 

iB I 

iB I 

14B 4 

14B 4 

iB 1 

iB I 

14B 4 

14B 4 

isB I 

15B I 

15B 1 

15B I 

iB I 

iB I 

isB 3 

15B 3 

iB 8 

iB 8 

iB 8 

iB 8 

14B 7 

14B 7 

iB 8 

14B 7 

14B 7 

14B 7 

14B 7 

iB S 

iB 8 

iB 8 

iB 8 

iB 8 

iB 8 

iB 8 

14B 7 

14B 7 

iB 8 

iB 8 

14B 7 

14B 7 

iB 8 

iB 8 

iB 8 

14B 7 

14B 7 

14B 7 

14B 7 

iB 8 

iB 8 



227,050 
239.770 
236, 73° 
221,500 
219,980 
213,620 
21S, 670 
208,410 
211,690 
230, 740 
220,380 
220, 590 
217,380 
222, 100 
230, 400 
239,400 
224,320 
231,060 
229,470 
223,380 
220,520 
230, 220 
222,770 
229, 180 
231.750 
234.300 
221,470 
223, 100 
222,480 
222,340 
216,400 
213.930 
215,200 
228, 150 
231,250 
224, 090 
226, 7S0 
221,610 
221,950 
222,880 
222,660 
213, 120 
208, 520 
216,060 
212,990 
220,410 
218,340 
225,010 
221, 150 
216,700 
221,010 
226,680 
224, 840 
221, 770 
226,800 
227,870 



573 
573 
S73 
573 
573 
572 
S73 
S72. 
572 
573 
373 
S73 
572 
573 
573 
573 
573 
S73' 
S73 
573' 
573 
573 
573 
373 
573 
573 
S73 
573 
573 
573 
572 
572. 
572 
573 
573 
573 
573 
S73 
573 
573 
573 
S72. 
572. 
572. 
572. 
573 
573 
573 
573 
572 
573 
573 
573 
573 
573 
573 



573 
S73 
573 
573 
573 
572. 
572. 
572 
572 
573' 
573' 
S73 
573 
573 
573' 
573 
S73 
S73. 
573' 
573' 
573 
S73 
S73 
573 
573 
573 
S73 
573 
573 
573 
573 
572. 
573 
S73 
573 
573 
573' 
573 
573 
573 
573 
572 
572 
572. 
572 
573 
573' 
573' 
573' 
573 
573' 
573' 
573' 
573' 
573' 
573' 



•IS 
• 19 



.09 
.18 



.05 
.14 



.17 
.14 
.08 
.08 



.03 
.19 
.08 



48 PRESERVATION OP NIAGAItA. FALl^. 

Table 47. — ETevation of Lake Erie derived from discharge of Niagara River, International Bridge, Buffalo, N . Y. — Con. 









Date. 


Wind. 


Change of Lake 

level durin,s: 
measiu-ement. 


FaU 
Lake 
Erie to 
bridge 
(feet). 


Meter 

U.S. 

Lake 

Survey. 


Discharge 
(cubic feet 
per second). 


Lake Erie elevation 
(feet). 


Difference (feet). 


Number. 


Direction. 


Esti- 
mated 
velocity 
(miles). 


Rise 
(feet). 


Fall 
(feet). 


Computed. 


Observed. 


Lake, 
high. 


Lake, 
low. 


a 


b 


c 


d 


e 


/ 


c 


k 


i 


k 


I 


m 


n 




1907. 

July 31 

...do 

...do 

Aug. I 
...do 

Aug. 4 

...do 

...do 

.;.do 

Aug. s 

...do 

...do 

...do 

Aug. 6 

...do 

...do 

...do 


NW. 
NW. 
NW. 
NE. 
NE. 
SW. 

sw. 

SW. 

sw. 
sw. 
sw. 
sw. 
sw. 
sw. 
sw. 
sw. 
sw. 


IS 

15 

IS 
10 

18 

IS 

'^ 

IS 

« 

8 
8 
3S 
20 
SO 
20 
30 
ao 


.00 

.04 

.12 
.26 

.04 
.09 
•17 
.14 
.64 
.02 
•2S 
•30 

.c6 
.00 

.29 
.05 


•03 
.oS 
.00 
.01 
.01 

.23 

.07 
• 03 

•OS 
.06 
.48 
.80 
•47 
.02 
.69 
•03 
.26 


4. Si 
4-74 
4^78 
4.90 
5.10 
4-79 
4.82 
4-76 
4.71 
4.98 
5- 06 
S-os 
5^o2 
4. 86 
4^7l 
4.67 


iB S 

iB S 

iB S 

14B 7 

14B 7 

14B 7 

14B 7 

iB 8 

iB 8 

iB 8 

iB 8 

14B 7 

14B 7 

14B 7 

14B 7 

iB 8 


222,820 
223,320 
226,370 
212,960 
221,310 
220,370 
218,710 
227,110 
225,180 
234> 750 
237,330 
234,570 
238,630 
233,020 
225,050 
213,850 
217,220 


S73- 20 
S73- 22 
S73-3S 
572. 74 
S73-I3 
573-09 
S73-02 
573-39 
S73-3I 
573- 72 
573-83 
573- 71 
573^89 
373-64 
573-30 
S72. 78 
S72- 94 














573 
S73 
572 
S73 
573 
573 
573 
S72 
573 
573 
573 
S73 
573 
S73 
572 
573 


08 
II 
67 
07 
18 
18 
06 
98 
39 
61 
77 
88 
S6 
27 
94 




.14 
■24 
• 07 
.06 










To6 






.09 
.16 




rnS 




109 


•33 
•33 
•33 












"3 
114 
"5 
tt6 


.06 








• oS 




•03 




.16 
.09 


ttS 


4.77 iB S 














- 





The following results were obtained from these 84 measurements of the flow: 
Table 48. — Level of Lake Erie from discharge measurements . 



Date. 



Niunber 

of 
measure- 
ments. 



Mean 
lake ele- 
vation. 



Mean 
fall. 



Results. 



1907, 
Oct. 21 to Nov. 4 

1908, 

June 26 to July 8 

July S to -\ug. 6 1 

1907-S 



573-33 
573-35 



4- 81 



5-02 
4.94 



84 



Lake 0.03 foot low. 



Lake 0.07 foot high. 
Lake 0.07 foot low. 

Lake o.oi foot low. 



I Not including dates of shutdown. 

The lake shows a little high in the first group, a little low in the second, and a little high again 
in the third; and this alternation indicates the error of the determination rather than any change 
in conditions. The mean shows the lake one one-hundredth of a foot low, which means that no 
appreciable influence was in operation in the river in 1907-8 to change the level of Lake Erie from 
that which it had in 1 898-1 900. 

The probable reason that no lowering appears is that the diverters and water wall of the Ontario 
Co. below Chippawa, begun in 1902 and occupying a portion of the river charmel, have ser^^ed 
partially to neutralize any increase in diversion on the American side since 1900. Any uncompensated 
increase over the diversions in force at the times of these last determinations of lake level, however, 
will tend to lower Lake Erie. 

At the time of the shutdown of July-August, 1908, a decrease in the diversion of 6,210 cubic 
feet per second on the American side decreased the normal outflow of Lake Erie, as shown by the 
weirs at Suspension Bridge and the Whirlpool, by 600 cubic feet per second. The ratio of increased 



PRESERVATION OP NIAGARA FAI^I^S. 49 

diversion to increased outflow was thus established as nearly 10 to i. This ratio shows roundly 
that each i ,000 cubic feet diverted at Niagara Falls above the uppermost cascades causes an increase of 
100 cubic feet in the outflow from Lake Erie; and Lake Erie will consequently be lowered one-tenth 
of a foot by a diversion of 22,400 cubic feet per second in the Grass Island-Chippawa pool at the 
Falls, I inch by a diversion of 18,700 cubic feet, and five-eighths of an inch by a diversion of 10,000 
cubic feet. Had the works of the Ontario Co. offered no compensating effect, Lake Erie would 
have been lowered between 1899 and 1908 less than half an inch by existing diversions at the 
Falls. The diversions of the Electrical Development Co. and the Canadian Niagara Falls Power 
Co. can have no influence whatever on the river above the uppermost cascades, or on Lake Erie. 

While the measurements of the Lake Survey have shown with certainty that changes in outflow 
of the Niagara River have had no appreciable effect toward lowering Lake Erie in the past 10 
years, it is equally certain that Lake Erie has already been lowered 3 to 4 inches by reason of the 
diversion of water tributary to the Niagara River, through the Chicago, Welland, and Erie Canals. 

In discussing the injurious effects of diversions at the Falls on Lake Erie and on the Niagara 
River as navigable waters of the United States and upon the scenic grandeur of Niagara Falls, other 
diversions of the water of the Great Lakes naturally tributary to the Niagara River need consideration 
also, as the final injurious effect is the summation of all. 

Niagara Falls and Chicago are so far apart that the reason why water taken from Lake Michigan 
at the latter place should have any effect on the river levels in the former place may not appear 
entirely clear. The assurance that this is so, however, arises from the fact that only a certain volume 
of surplus water, whose average is permanently fixed, is supplied by the rain and snow fall on the 
drainage area of the Great Lakes above Niagara Falls, and that all of this fixed quantity of surplus 
water originally had its outlet in the Niagara River. It is therefore very clear that when artificial 
canals take a part of this limited quantity of surplus water, the Niagara can not get a full supply. 

During the months in which the resen^e water of the lake is in process of reduction, while 
the lake is lowering from its natural stage to its artificial stage, the outflow is in excess of the surplus 
water. Finally, the lake reaches a lower level where the reduction in the outflow of the Niagara 
River equals the volume of the outflow in the canals. As the lake lowers, the outflow is reduced 
at the rate of 1,867 cubic feet per second per inch lost in lake level. It follows that when the 
river outflow has been reduced 7,467 cubic feet per second, the approximate volume passing through 
the canal outlets, the lake has fallen to a level, 7,467 divided by 1,867, or 4 inches below its natural 
stage. 

The relation of lake level to river flow has been determined by years of careful measurements 
and the change in flow per unit of change in lake level (1,867 P^r inch, or 22,400 per foot) is posi- 
tively known to within i to 2 per cent. If, however, the error in this increment of flow were as 
large as 5 per cent, the change in the lake level would be one-fifth of an inch more than 4 inches, 
or one-fifth of an inch less than 4 inches. 

NoTS. — In Appendix 4 are given Tables 49 to 56, inclusive, showing the current-meter ratings of 1907 and igo8. 

Chapter X. 

EFFECT ON NIAGARA RIVER ABOVE THE UPPER RAPIDS. 

The Niagara River may be regarded as navigable as far as Port Day on the American side, 
and Chippawa on the Canadian side; but while Chippawa is at the mouth of the Welland River, and 
is an entrance to the Welland Canal, no very considerable navigation exists there; nor on the American 
side below Tonawanda. 

The influence of diversions at Niagara Falls above the uppermost cascades is to lower the surface 
level of the river, with a maximum amount at Grass Island and Chippawa, diminishing gradually to 
Lake Erie. 

The slope observations of 1903, 1906, and 1907 show a lowering of 0.25 foot, or 3 inches, in the 
river at Chippawa and Grass Island, due to a diminished flow of 10,000 cubic second-feet. The 
7821°— S. Doc. 105, 62-1 5 



50 PRESERVATION OP NIAGARA FALLS. 

lowering in the level of Lake Erie at Buffalo, which causes this lessening in the outflow of 10,000 
cubic feet, is 0.446 foot, and the ratio of the water surface movements when subjected to change in 
flow is therefore 25 to 44.6 or 0.56 foot in the river at Chippawa, caused by a lowering of i foot in 
Lake Erie. This ratio is limited, however, and the converse is not true, because a lowering of 0.56 
foot at Chippawa, which might be caused by \\-ater diversions at the Falls, would by no means lower 
Lake Eric i foot, but only o.i foot, as shown in the previous chapter. 

Prior to the shutdown of Jnly-August, 190S, many months of water-gauge records had shown 
this movenient of a foot in the lake (which altered the flow 22,400 cubic feet per second) to change the 
surt'ace level at Chippawa, as has been already stated, 0.56 foot. Chippawa, Grass Island, and Port 
Day are all close to the second weir which governs the ri\er height and the outflow at this point, 
and it makes little dilTerence what causes the abstraction of the water; whether it is because Chicago 
Drainage Canal is diverting into the ^lississippi A'alley water that naturally flows down the Niagara, 
whether the Welland Canal and the Erie Canal are diverting water, or whether \\ater is diverted at 
Tonawanda or La Salle, or at the Ontario Co's. intake, at Grass Island, or Port Day. The abstraction 
of water that otherwise woifld ha\"e flowed over the Rapids tends to lower the river at the head of 
the Rapids. 

As sho\\Ti in plate 3, the amoimt of water flo\ring over the Rapids determines the depth at the 
head of the Rapids, and when the Rapids are relieved of 10,000 cubic feet by diversion the lessened 
flow may be accomplished b)- a head of 0.25 foot less, and the river is therefore that much lower. 

There is, however, a modiflcation of this ratio of flow to lowering, gro^^^ng out of the localized 
effects of the diversions. \Mien the water is diverted close to the weir, the lowering cflect may be 
greater than that indicated by the above law. This comes from the fact that the weir itself may be 
rendered more efflcient for discharge by the velocities imparted to the water drawn toward the 
intake cimal, but passing m part over the Rapids. This appears to be the case with the diversions in 
the canals of the Niagara Falls Hydraulic Po\\'er & Manufacturing Co. at Port Da)', and the Niagara 
Falls Power Co. at Grass Island. Plate 1 1 shows the current lines to lead diagonally across the river 
here, because upstream from Grass Iskuid the waterway is shallow and is blocked by weeds. 

Because of this cross current, water is attracted toward the approach to the American Falls in 
such measure as to partially oft'set the loss of flow due to the lower river level. 

At the time of the shutdo\\ii of the Niagara Falls Power Co. in July- August, 190S, the change in 
the flow over the Rapids was the amount due to the return to the river of the diversion of 6,210 cubic 
feet per second, less 600 cubic second-feet decrease in Lake Erie outflow, or 5,610 in all. As at that 
rime the normal river flow was upwards of 224,000 cubic second-feet, the change in the river flow 
was onlv 2^2 per cent. "\Mule this is not a large quantity to predicate results upon, it is a full third of 
existing local diversions. (See Table 39, Ch. VIII.) 

The lowering at Chippawa due to this diversion was proved by the sllutdo^^^^ to be at the rate of 
0.21 foot for a diversion of lo.ooo feet, or 0.04 foot (one-half inch) less than computed from the 
obser\-ed equivalent river heights. At Grass Island it was 0.40, or 0.15 foot more than sho^^Ti by 
equivalent river heights, but an excess was expected here as a localized eft'ect. 

At Schlossers Dock, i;'4 miles above Port Day, the lowering per 10,000 was 0.12 foot, or ij!-2 inches. 
At Austin Street, Black Rock, it appeared to be 0.05 foot, which is close to the proper value, correspond- 
ing to an increase of 1,000 cubic feet per second in outflow. 

No gauge ^^'as set at Tonawanda, but from proportional movements between Austin Street and 
Grass Island, it would appear to suffer a lowering of o.oS foot, or i inch. 

For the maximum diversion at Niagara FiUls authorized by the Secretary of M'ar for the power 
companies on the Anierican side, 15,100 cubic feet, the following lowerings are indicated: 

Foot. 

Lake Erie o. 07 

Niasr.ir.i River at — 

■ Black Rock oS 

Tonawanda X3 

Schlossers iS 

Chippawa 32 

Grass Island and Port Day 60 



PRESERVATION OF NIAGARA FALLS. 5 1 

One point is worthy of emphasis in the relation between the lowering at Chippawa and that at 
Black Rock, the latter being one-fourth of the former. This ratio is very closely corroborated by 
the lowering of the river between 1903 and 1907. 

The slope observations of 1903 were made while a diverting dam at the present intake of the 
Ontario Co. was under construction. (See pi. 5.) This dam extended 550 feet into the Rapids, 
shutting off the flow in this river section, and caused a rise of the river at Chippawa and Grass Island. 
In 1905 it was removed and the consumption of water began. The permanent works of the com- 
pany, however, still block a portion of the flow over a section of the Rapids. 

Between 1903 and 1907 the river therefore lowered in Grass Island-Chippawa Pool. The 
equations of 1903 and those of 1907 show this fall to be as follows: 

Foot. 

At Austin Street, Black Rock o. 077 

At Grass Island 269 

and the ratio of the change is 0.29, which is practically the same ratio indicated by the shutdown of 
July-August, shown above, as 8 to 32, or 0.25. 

The lowerings at the difi'erent river points have some injurious effect on the river regarded as a 
navigable way. 

The passage of a fixed volume of water through a river which is decreased in depth means some- 
what higher current velocities, but at Tonawanda the increase in velocity for 15,100 diversion at the 
Falls will not exceed i per cent, and this may be regarded as negligible. 

The constructions of the Ontario Co. appear to have raised the water enough to nearly compensate 
the lowering due to the added diversions on the American side since 1898; and the river as a whole, as 
regards interference with its navigable capacity by these diversions at the Falls, has not suffered by 
the loss of more than an inch in its navigable depth. But for the future, lowerings may be expected in 
the following amounts for each additional 10,000 cubic feet diverted at the Falls, above the uppermost 
cascades : 

Poot. 

Lake Erie o. 04 

Niagara River at — 

Black Rock 

Tonawanda 

Schlossers Dock 

Chippawa 

Grass Island and Port Day 

In addition to these lowerings the river is already subject to lowerings due to diversions now made 
at Chicago, in the Welland and Erie Canals. Should these diversions above the initial weir at Buffalo 
reach a value of 18,700 cubic second-feet the following lowerings represent the efi'ect: 

Foot. 
Lake Erie o_ g, 

Niagara River at — 

Black Rock gg 

Tonawanda g - 

La Salle -g 

Black Creek j5 

Chippawa .g 

Grass Island and Port Day .g 

The sum of the lowerings by additional diversions at the Falls, and by those above the initial 
weir at Buffalo, as indicated above, are: 

Foot. 
Lake Erie o. gy 

Niagara River at — 

Black Rock y, 

Tonawanda y, 

Chippawa gi 

Grass Island and Port Day gj 

In the absence of the regulation of the level of Lake Erie by compensating works to conserve the 
surplus flow, as insurance against dry years, there is every certainty that the low water of 1895 will be 



OS 
08 
12 

25 



52 PRESERVATION OF NIAGARA FALLS. 

repeated. During July, August, and September, 1895, the mean level of Lake Erie at Buffalo was 
571.57. During July, August, and September of 1908, the level was approximately 573.07, or 2K 
feet above the stage of 1895. 

Should the conditions of natural supply of 1895 be repeated and superimposed on 18,700 cubic 
feet diversion above the river, and 20,000 in the river above the Upper Rapids weir, the accumulated 
lowerings, compared with stage 573.07, will be somewhat in excess of the following values: 

Feet. 

Lake Erie 3. 41 

Niagara River at — 

Black Rock •. 2. 83 

Tonawanda 2. 76 

Chippawa 2. 35 

Grass Island and Port Day 2. 35 

If, however, compensating works are established and a surplus of water accumulated against dry 
seasons, no such serious lowerings v^-ill occur. During the closed season of navigation some portion 
of the water that passes to the ocean through the St. Lawrence River might be retained, and 
impounded in the Great Lakes to the betterment of na\dgation and of power interests at Niagara 
Falls. The impediment to outflow caused by the formation of ice does, to some extent, make the 
winter season a time of conservation. Lake Ontario is raised an average of 7 inches annually through 
ice checking the flow, and Lakes Michigan and Huron in some years nearly as much. What is now 
done by ice in a haphazard way should be done systematically by compensating works under engi- 
neering control. 

The na\4gable capacity of the Niagara River is shown by the above citations to be not seriously 
injured by such volumes of diversion as will fully supply the existing installations at Niagara Falls, 
except when the lowering is superimposed on the losses of depth coming from other diversions, and 
from periodic, seasonal, or temporary low water, as in time of storms. 

Chapter XL 

EFFECT ON RAPIDS AND FALLS. 

The determination of the effects of water diversion at Niagara Falls on the cataracts themselves 
and on the Rapids approaching them is not so exact as are the effects on the na\'igable river and 
the lake. The river in this Rapids reach obeys not the simple laws of water nearly at rest with a 
surface almost level, but the more complex laws of dynamics, due to violent motion, cascades, 
vortexes, and rapids, terminating in the .final plunge into the deep gorge below. The surface is 
rarely smooth and is seemingly lawless, except that it is impelled by gravitation downward in the 
channels of least resistance. Yet, despite the seeming riot and lawlessness, the law of equivalent 
surface heights still applies. 

When Lake Erie is at some particular elevation, as at 573, the amotmt of water spilled into the 
river, except as altered by subsequent diversions, determines the heights of the water in the Rapids 
and on the crests of the Falls. This means that the water surfaces at the various points in the 
Rapids and on the crests of the Falls are fixed by the volume of river flow. They rise and fall with 
Lake Erie, and these rises and falls are connected by definite laws. An infinite number of such 
water-surface areas exist in the Rapids, and the rise in each for a foot rise in Lake Erie must have 
its individual ratio. Thus, for the water surface at Prospect Point just above the crest of the 
American Fall, next to the main shore, the rise is o. 1 26 foot for a foot rise of Lake Erie at Buffalo, while 
the corresponding rise just above the crest of the Horseshoe Fall at Terrapin Point is 0.238 foot, 
and the rise next to the Canadian main shore, just above the crest of the Horseshoe Fall, is 0.580 foot. 
The additional volume of water spilled into the river by a rise of i foot at Buffalo (22,400 cubic feet 
per second) has, therefore, the effect of adding a layer of water over the Rapids and the crest of the 
Falls which is thicker in some places than others. 

Under these conditions, such information as water gauges can give regarding relative fluctua- 
tions is limited by their number. If the rate of fluctuation of one point of the Rapids is known, it 
is not certain that the rate is precisely the same at a point 100 feet distant. For instance, the water 



PRESERVATION OF NIAGARA FALLS. 53 

movement near the bank just above the crest of the American Fall at Prospect Point, as has already 
been stated, is 0.126 foot for i foot movement at Buffalo; but it is not certain that the change at 
the middie af the crest is exactly the same. At one end of the Horseshoe Fall, at Terrapin Point, 
the ratio is 0.238, and at the other end it is 0.580; but precisely what it is at the middle of the Fall, 
at the deepest point, is not definitely known. At Grass Island above the American approach the 
ratio for a foot movement at Buffalo is 0.56; at Willow Island abreast of the head of Goat Island, 
in the American Channel, it is 0.42; and at Prospect Point it is 0.126. This shows descending 

values for the ratio. 

The average depth on the American Fall at an ordinary river stage is 18 inches, and the volume 
of flow is about 5 per cent of that of the whole river. If Lake Erie, because of diversions in inde- 
pendent outflows, spills 18,700 cubic feet less water into the river, the water on the crest of this Fall 
will be lowered o.io foot, or iK inches, an amount hardly appreciable to the eye. If, in addition, 
20,000 cubic feet is diverted in the river above the uppermost cascades, the water on the crest would 
be' lowered 0.12 foot more— altogether less than 0.22 foot, or 2i,i inches. In seasons of extreme low 
water, as in 1895, the water might be lowered as much as 3K or 4 inches more, and the sum of all 
these lowerings, between 6 and 7 inches, is that to be expected as the result of a summer season of 
low water. Days do come during the spring and fall storms when, with Lake Erie at a good stage, 
the water is driven to the west end of the lake and the river is much depleted; but these days with 
temporarily lessened flow over the cataracts serve to add infinite variety to the spectacle, alternated 
as they are with days when westeriy gales pile up the water at Buffalo and send roaring floods over 

the Rapids and Falls. 

During November and December lower lake stages prevail and water lower still by i^ inches is 
probable on the crest of the American Fall. During January, February, and March ice sometimes 
blocks the American Channel for short periods, and it is reported that men have walked across the 
Rapids while an ice dam unwatered the channel. In the cold winter months ice effects give a charm 
that makes less important the volume of flow and add to the variety of the scenic beauty. 

It was found at the time of the July-August shutdown of the Niagara Falls Power Co. that the 
restoration of 5,600 cubic feet to the lower river raised the water at Prospect Point only 0.012 foot, 
or one-eighth inch. The law of equivalent river heights would indicate for this increment of flow 
0.029 foot, or five-sixteenths inch. At the same time, the gauge at wing dam abreast of the head of 
Goat Island in the American Channel showed a rise of 0.037 foot where the equivalent height indi- 
cated was 0.103 foot. The corroborative testimony of these two gauges points to the fact, already 
noted, that the diversions of the two large American companies induce river currents diagonally 
toward the American shore, and that one part of the flow thus attracted leads into the power canals, 
while the other leads into the American Channel. The effect of this is that the depletion of flow 
over the American Fall, by reason of these diversions is only partial, but this is at the expense of 
the main channel and Horseshoe Fall. If this conclusion is correct, a diversion of 15,100 in the 
two American canals reduces the crest level of the American Fall only 0.032 foot, instead of 0.075 
foot as indicated by equivalent river heights. 

It is possible, also, but not demonstrated, that the induction of river currents toward the 
American shore may result in a depletion of the Horseshoe Fall near Terrapin Point, in a measure 
somewhat less than the value indicated by equivalent river heights. Gauge readings were not made at 
Terrapin Point during the shutdown. Equivalent river heights indicate a lowering at Terrapin 
Point at the rate of 0.106 foot for a diversion of 10,000 cubic feet, or o.i6 foot, barely 2 inches, for a 
diversion of 15,100 cubic feet. 

Plate II shows the line of dividing water at the head of Goat Island and the flow toward 
Terrapin Point. While that section of the Horseshoe Fall on the American side of the international 
boundary toward Goat Island (see pi. 21) shows scant flow and is partially unwatered, a restoration 
of as much flow as is desirable does not appear a difficult engineering undertaking. Submerged 
concrete piers at the head of the Rapids would effectually throw the current to this section of the 
Rapids and Falls. The depths, current lines, and velocities shown on plates 1 1 to 13 are the physical 
data needed to design possible remedial works. 



54 PRESERVATION OF NIAGARA FALLS. 

The large ratio of movement of the water surface on the crest of the Horseshoe Fall at the west 
end, 0.5S0 foot for a foot's change at Buffalo, or 0.3 foot for 10,000 cubic feet flow in the main Rapids, 
presents the most considerable case of injurious effect. The three large Canadian companies and 
the International Railway Co. all take their water along the Canadian bank, and the localization of 
effect is reasonably certain ultimately to reduce the water level to a more considerable extent than 
indicated by equivalent river heights, but no figures can be given for the exact measure of this lowering. 

During eight days of the July- August, 1908, shutdown, the river rose at the west end of the 
Horseshoe Fall o. 10 foot over its condition of the 10 days before and after the shutdown. 

Taking i ,000 cubic feet as the excess consumption of the two Canadian power companies below 
the uppermost cascades of the Rapids, the change indicated for a foot change at Buffalo is 0.5 foot, 
which is confirmatory of the value 0.580 foot sho\^^l by equivalent river heights. 

The question may arise whether the locahzed effect of the Ontario Co.'s intake, tending by the 
induction of diagonal currents to make more efficient the flow over the weir crest, may not reproduce 
in the main rapids the condition existing in the American Channel. The Ontario Co. is not at present 
drav^-ing more water into its intake than in a state of nature passed through that section of the Rapids 
intercepted by its water wall, and such induction does not now exist. Moreover, the flow added in 
the American Channel is taken from the main rapids. A very small abstraction of water from the 
main rapids, in which 95 per cent of the flow exists, adds materially to the lesser rapids. Any 
probable return abstraction of water from the small flow of the American Channel would appear 
inappreciable in the great bulk of flow in the main channel. It is therefore reasonably certain that 
diversions on the Canadian side of the river vidll produce localized lowering on the crest of the 
Horseshoe Fall. 

Bv the law of equivalent river heights, the diversions in the Chicago, Welland, and Erie Canals, 
should these diversions reach 18,700 cubic feet per second, would lower the water surface at the 
Canadian end of the Horseshoe Fall half a foot. 

The separate effect of a diversion of 20,000 cubic feet in the river above the uppermost cascades 
of the Rapids would be to lower the water at this end of the Horseshoe Fall 0.54 foot, or 6% inches. 

Added to these two effects are the locahzed influences of the diversion of the Electrical Develop- 
ment Co., the Canadian Niagara Falls Co., and the International Railway Co., all drawing water 
along the Canadian main shore of the Rapids. Should the diversion of these three power companies 
aggregate 20,000 cubic feet per second, the lowering effect would approximate 0.56 foot, or 6^ inches. 
Due to locahzed lowering, it may even exceed this amount to an extent not yet ascertained. 

The sum of these three lowerings amounts to nearly 20 inches, and as the depth of the water 
toward the Canadian shore at an ordinary stage does not appear to be much greater than this, 
unwatering of the crest hne would be Hkely to occur in low-water seasons. 

Considering the season of 1S95, when Lake Erie was 2^4 feet lower than in 1907, the lessened 
flow in the river alone would lower the water at the Canadian end of the Horseshoe Fall 1.5 feet, 
or more than 17 inches. 

When a similar period of scant supply of surplus water recurs, with diversions of 58,700 cubic 
feet per second, as outlined above, the amount of water flowing over the Horseshoe Fall would be 
reduced as follows : 

Cubic feet per second. 

Loss from diversions below uppermost cascades 20, 000 

Loss from diversions in river above uppermost cascades iQ; 000 

Loss from diversions in Lake Erie and above uppermost cascades i7i 800 

Loss from scant supply of surplus water 50, 800 

Total loss of flow 107, 600 

As the normal flow over the Canadian Rapids and the Horseshoe Fall is 206,500 cubic feet per 
second, the loss indicated above is 52 per cent of the whole flow. In this estimate the diversions at 
Niagara Falls are taken as 40,000 cubic feet per second, which is less than two-thirds of the quantity 
of water which has been estimated as requisite for the projected full development of the six existing 
companies. 



PRESERVATION OP NIAGARA FALLS. 55 

It appears unquestionable that the effect of such diversions at the Falls, superimposed on the 
withdrawals in the Lakes above and upon such low supply of surplus water as is certain to come, will 
seriously injure the scenic grandeur of the Falls and of the Rapids above. Such portions of the crest 
line of the Horseshoe Fall as have less than 2 feet of depth in times of normal flow will be unwatered, 
and large areas of the Rapids, where now the depth is little, will be dry. 

The massing of the waters of Lake Erie at Buffalo when westerly gales are blowing, and the 
recession of the water when easterly gales drive it into the west end of the lake, have already been 
mentioned. In the fall of the year, alternations of high and low water sometimes come within a few 
days. On November 10, 1898, the measured flow of the river was 154,000 cubic feet per second, and 
five days later it was 238,000 cubic feet, a range in flow of 84,000 cubic feet. 

Owing to this variable outflow of Lake Erie, the effects on the Rapids and Falls of low water and 
high water may often be seen during the fall gales. Aside from localized effects, the appearance of 
the Rapids and Falls at times of low water indicates the measure of injury to be expected by with- 
drawals for power purposes. 

In the fall and early winter of 1906, a series of photographs at various river heights was taken 
by the Lake Survey. All work in coimection with these photographs was done by a permanent 
trusted employee of the survey. The photographs were taken from fixed monumented stations, and 
the times chosen were such as to show extreme conditions of flow. Water gauges were maintained at 
Buffalo, at Grass Island, Willow Island, Prospect Point, and Terrapin Point, and the water-surface 
elevations at these gauges gave the volume of river flow. As, however, the river was not always in a 
condition of stable equilibrium owing to rapid variations at Buffalo, the volume of flow as shown on 
some of the plates may be subject to perhaps 5 per cent uncertainty; but, as a rule, on low- water 
days, the conditions at Buffalo were excellent for precise results. 

On November 21 photographs were taken of the river with a flow of 180,000 cubic feet per 
second, and on the next day with a flow of 266,000 cubic feet, showing a range of 86,000 cubic feet in 
two days. Intermediate flows were photographed on other days. These photographs were designed 
to show conditions and changes on the American Fall and Rapids and on the east end of the Horseshoe. 

The quiescent level of Lake Erie during this period was 572.4, and the corresponding outflow is 
205,000 cubic feet per second. 

In these photographs each rock and log protruding from the water is an index of the change of 
depth. This is very marked in plate 16, showing the American Rapids above Goat Island Bridge. A 
change of 80,000 cubic feet in the river flow appears to have caused a lowering here of about a foot. 
The corresponding change at the crest of the American Fall would be about 5K inches. 

The American Fall from the Canadian side for the same dates, but at different times of day, is 
shown in plate 17, with a difference of flow of 86,000 cubic feet. There can be no question as to the 
visibility of effects of the change in volume. A point brought out very clearly in this comparison 
is the large rise of 9 feet in the lower river on November 22. This had the effect of reducing the height 
between the crest of the Falls and the level of the water in the Gorge by more than 5 per cent. Any 
increase of volume of flow over the Falls is always accompanied by a corresponding loss of height in 
the Falls. The increased depth on the crest of the Falls of this high-water day as compared with the 
low is about 6 inches. Provided the surplus waters of the Lakes were of average volume, the low 
water on the American Fall as shown on November 2 1 would appear no worse were it due to a total 
of 18,700 cubic feet diverted in the Chicago, Welland, and Erie Canals, and a total of 30,000 cubic 
feet diverted in the river above the uppermost cascades of the Rapids. 

The American Fall from Goat Island on this same low-water day is shown in plate 18, and the 
depletion is manifest. The splendid fullness of the Fall at high stage is in contrast with its meager 
appearance at low stage in plates 1 9 and 20. The latter plate is not a good one, but the angular break 
of the water at the crest contrasts well with the rounded flow of the higher stage. 

The effect of varying volumes of flow on the Horseshoe Fall at Terrapin Point is shown on plate 
21. The change due to a lessened flow of 59,000 cubic feet between November 27 and December 14 
is very marked. The conditions at Terrapin Point on December 14 are what would follow a total 
diversion of 18,700 cubic feet in Chicago, Welland, and Erie Canals, and a total of 25,000 cubic feet 
above the Rapids at the Falls, the surplus waters being of average volume. 



56 PRESERVATION OF XIAG-\R-\ FALLS. 

The conditions on November 27 are what would follow a cessation of all diversions in the river 
and in the Lakes above the river, and a return to nature, restoring to the rapids the 21,000 cubic 
feet or more now flo^vi^g in artificial channels, and \\-ith the surplus water of the Lakes as much above 
the average as it has been in the summers of 1907 and 190S. The American Fall for this day is 
shown on plate 26, frontispiece. Side ^■iews of the east end of the Horseshoe Fall are shown on plate 2 2 . 

The Horseshoe Fall from Goat Island is shown on plates 23 and 24, in low-water condition in the 
former, and under such conditions in the latter as have been prevalent during the summer months 
for several j-ears. 

The Horseshoe Fall and Rapids from the Canadian side are shown in plate 25, with a river flow 
slightly below normal. The shoalness of the water along the shore toward the crest of the Fall is 
plainly marked. The continued recession of the apex of the Horseshoe Fall should tend to further 
shoal this area, and heavier diversions by the Canadian companies wUl doubtless leave it dry at 
times. No demonstration, except that from the ratio of fluctuation, is made in this report of an 
actual unwatering of this area. If the conclusion reached is correct, that imwatering is threatened, 
it doubtless has been unwatered during severe easterly storms and low lake stages, and the evidence 
of eyemtnesses may be invoked. 

Recurring to the low- water photographs of November 21, the conditions shown in the Rapids 
and on the crests of the Falls are such as may be expected, without additional diversions, when the 
surplus waters of the Lakes fall below normal for one or two seasons, culminating in such low lake 
stages as prevailed in 1S95, when the mean river flow for the months of July, August, and September, 
during the height of the tourist season, was but 187,200 cubic feet per second. 

These photographs, and the effects on the American Fall shown in the equivalent river heights 
derived from long series of gauge readings, corroborated by the testimony of the actual shutdown of 
July-August, 1 90S, firmly establish the fact that the American Fall is in no danger of unwatering 
from diversions through the existing canal of the hydraulic company, the present timnel of the power 
companv, or the already constructed penstocks of the Ontario Co., even in conjunction with such con- 
siderable diversions in the Great Lakes above the head of the Niagara River as have been discussed, 
and with the lessened flow of seasons abnormally low in surplus supply. 

The Horseshoe Fall, on the other hand, as shown by equivalent river heights and confirmed by 
the shutdo\vn, appears in serious danger of an vmwatered crest line at each end, due to all present and 
anticipated diversions above it, and augmented by the upstream recession of the apex; and this 
unwatering vnW. be greater in seasons of abnormally low surplus supply. Unwatered crest line, or 
bare spots in the Rapids, suggest depletion, feebleness, a remnant of grandeur, rather than the full- 
ness, %igor, and life of the natural grandeur. 

In the Cataracts two elements must be recognized; first, the height of the fall, which has in 
itself a grandeur apart from the falling water, and second, the tremendous volume of water leaping 
this great height. The Gorge itself beyond the Falls has a grandeur of no mean degree. The canyon 
of the Colorado has a grandeur, independent of the volume of river flow in its depths. The Yosemite 
Fall in California has a grandeur arising, not from the volume of flow — it carries but a trivial amount 
of water — but from the great descent of 2,462 feet. The American Fall is a thing of beauty and 
grandeur, despite the fact that it carried but a twentieth of the river flow. 

There is no grandeur in the volume of flow in itself, except as it is rushing or falling. There is 
no visible sign of great volume in the stUl flowing water of the Gorge; there is no grandeur at Black 
Rock or at Tonawanda; but from the time this great mass of water breaks into the rapids and begins 
its tumultuous descent it is releasing tremendous power, and when it has resumed its leisurely flow 
down the Gorge, it has converted into a spectacle the strength of 5,000,000 horses. The incomparable 
grandeur of Niagara Falls depends on this wonderful manifestation of energy working to produce only 
the glor>- of movement, color, and intonation and existing in an en^■ironment of magnificent distances. 

Power itself is derived from the two elements, height of fall and volume of flow. If the flow is 
diminished bv 20 per cent, the power is 20 per cent less; or if the fall is diminished 20 per cent, the 
loss of power is the same. If 20 per cent of the flow over the Cataracts is diverted into artificial 
timnels or canals and made to do useful work, but So per cent remains to operate the scenic spectacle. 





4 



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U S. Lake Survey. Preservation ol Niagaio Falls. 




November ,3. 1906: Rivtr disoliiirm- ii.^.ccc i-ubir k-cl pur 



■AMERICAN FALLS FROM CANADIAN SIDE. 



V. K. I-akc Survey. Ptc^^crviilioii ol Niagara I'alls 




DctenibiT J, igt*: Kivi( .lisLluiri;^' i.,i .coo Mibii: left ptT stcond. 



AMERICAN FALLS FROM CANADIAN SIDE. 





v^^^^^^^^^H 


1 


1 


1 -f» 

'.in 




J^^^jl 


'^--r^l^^B^^^^^^^^^^^^^ ^^^^^^^^^^^^^^^^H 



U. S. Lake Survey. Prescrvatior 



Plate 23. 




December 14. loofi: River disch 



U, S, Lnkc Survey. Preservation ol Nmi;nra F 




necemhcr m, iioii- RiviT ili.;i liiimc iSi.«o mliic fn-t jn-r ■..-."ml 



HORSESHOE FALLS FROM GOAT ISLAND. 




December 1=;, iQof 



U s l.nkiSiifvty. Prcscrvniion otNiocnra Palls. 




Iif.-rnilii'r ■:, i^iN. Riv.r .li i li..ri:.- ■ .■ j.-.---. . ul.ic feci p, r 



HORSESHOE FALLS FROM GOAT ISLAND. 



i 

L 



PRESERVATION OF NIAGARA FALLS. 57 

The turbulence and velocity of the water, the wide throw of the Falls, the high mounting of the 
spray with its iridescence, the deeper blue of the water, the profound intonation of the Cataract in 
flood, are diminished when the flow is small. The photographs show only a part of these things, not 
the speed of the water, the color, or the roar. But the degree of the injury coming with diminished 
flow may not be in direct proportion. Even in dimensions it can not be said that a third of the 
grandeur has departed when a third of the flow is absent, because the length of the crest line may be 
little shortened, and the height of fall is even greater when the river flow is small than when it is 
large. 

The lessening of the height of fall is visible in the high water of November 21, 1906, as compared 
with the low water of the following day as shown in plate 17. This loss of height comes from the fact 
that the river rises 9 feet in the Gorge and but half a foot on the crest of the American Fall, conse- 
quently the height of the fall is decreased more than 8 feet. These changes come with a change of 
86,000 cubic feet per second in the whole river flow. At other points along the cre^ of the Falls the 
change is greater, but it is always less than in the Gorge below. 

When, however, the flow over the Falls is diminished because a part of the river flow is diverted 
around the Falls in artificial tunnels or canals, the level of the water in the Gorge is unimpaired, while 
the level of the crest is lowered, and the height of the fall is thus lessened. 

This distinction must therefore be noted. Water diverted above the Falls and not returned to 
the Gorge (as at Chicago, the Welland and Erie Canals) diminishes the volume of flow, but increases 
the height of the Falls. Water diverted but returned to the Gorge diminishes the volume of flow, 
and diminishes the height of the Falls also. 

In both classes of diversions, except where the effect is localized, the length of crest line for ordi- 
nary stages is lessened ; and diversions in the vicinity of the Falls therefore tend to diminish all three 
elements — length of crest, height of fall, and volume of flow. 

It is only fair to state, because of some erroneous views held concerning the injury already wrought 
on the Falls by diversions, that during the past decade 1899 to 1908, for the months June to October, 
inclusive, the Falls have had a fullness of volume and consequent grandeur barely less than that of 
the prior decade 1889 to 1898; and this is because the surplus waters actually tributary to the 
Niagara River have been a Uttle greater in the latter decade than in the preceding, offsetting all the 
diversions above the head of the river and practically compensating those at the Falls. 

In the latter decade the American Fall has had a greater flow than in the former decade, and 
part of this, during the years 1902 to 1905, came as a contribution at the expense of the Horseshoe 
Fall, due to the Ontario Co.'s wing dams. 

During the past five years, the mean river flow exceeded that of the decade 1 889-1 898 by 9,000 
cubic feet, which practically offsets increase in diversions. During the past two years the flow has 
exceeded the mean flow of that decade by 1 1 ,000 cubic feet. 

The fact should not be ignored, however, that were local diversions absent, this additional flow 
would have accented and intensified the grandeur that has been present. 

Chapter XII. 

DIVERSIONS BY THE NIAGARA FALLS POWER CO. 

On January 18, 1907, the Secretary of War directed that a permit authorizing the diversion of 
8,600 cubic feet per second be issued to the Niagara Falls Power Co., and the formal permit was 
approved August 16, 1907. 

As part of the supervision to be exercised, measurements of the flow in the intake canal of this 
company were needed to test comphance with the permit. 

The large vested interests vitahzed by this water, and the extraordinary value of each cubic foot 
per second, warranted the most accurate measurement. This value comes from the 218 feet of fall 
between the mouth of the intake canal and the river in the gorge below at the tunnel portal. Each 
cubic foot therefore (at 62^ pounds weight) has 13,625 foot-pounds of energy and each cubic foot 
per second has roundly 25 theoretical horsepowers. 



58 PRESERVATION OI^ NIAGARA FALLS. 

This power company, however, expends over a third of the total available head in getting the 
water to and from the turbines, so that each cubic foot per second (on a head of 138X feet) shows 
but 15%" horsepowers. 

The commercial value of each horsepower is doubtless considerable in this thickly settled region, 
mth Buffalo in its transmission radius, and the monetary loss correspondingly great should the 
water consumption be curtailed. 

The company was therefore entitled to measurements whose accuracy was unquestionable and 
whose precision was as great as practicable. 

With these considerations in ^•iew the canal gaugings were made at two different sections of 
the intake canal, each section independent of the other, and the rigid condition was imposed that 
the values of flow sho^^^l by the second section should closely check the first. It was arranged to 
use three current meters to avoid the error that might be indi\adual to a single current meter, and 
two of the threemieters used had been tested by ratings in running water (see Ch. XV) and were 
kno^vn to show true velocities. 

Pre\-ious experience had indicated for the result of gauging a precision of 2 per cent as attain- 
able, \\-ith a precision of i per cent or less in the factors making up the volume of flow. 

In the measurement of time, which enters into the current meter runs, the error is one-fifth of 
I per cent or less. The measurement of linear distances, such as the mdth of the canal and the 
length of rating bases, is more precise. The mean depth entering into the cross-sectional area has 
an error less than i per cent. The error of the mean of many velocity measurements, ^^-ith the three 
meters used, is not more than i per cent, and the mean reduction coefficients have an equal precision. 
The combination of these factors in the result warrants a final precision higher than 2 per cent. 

If the permissible quantity of 8,600 cubic feet per second were actually running in the canal 
these measurements might show it 8,431 or 8,775; and this error of obsenj^ation, which is inherent 
in the nature of the measurements, is just as likely to favor the power company as to work against 
it. In fact, a desire to do full justice to the company probably caused some points in the reductions 
to be decided in its favor rather than othendse. 

The general plan of the canal is sho\\Ti in plate 27. The Niagara River flows in a westerly direc- 
tion here, and the canal leads from it on a northeasterly course. In round numbers the canal is 
1,200 feet long, %\ith a ^^•idth of 200 feet at the trumpet entrance, and 120 feet at the end, and a 
depth of about 12 feet. 

A light bridge spans the head of the canal to convey pulp wood to the paper mill. This is 
marked, "Conveyor," in plate 27. About 130 feet below the conveyor a branch canal leads north- 
westerly to the turbine wheels of the International Paper Co. This tenant of the power company 
receives water, not electric current. 

The first section on which measurements were taken, called hydraulic section No. i, is about 
195 feet below the conveyor, and section No. 2 is 75 feet below this. Section No. i is laid out square 
wth the north canal revetment wall. Section No. 2 is square mth the axis of the canal. 

To facilitate the measurements two cables were thro^^-n across the canal at section No. i, to 
support a traveling platform, and this cableway was later removed to section No. 2. Definite 
stations along the hydraulic sections were marked by tags on a wire spanning the canal. 

The %Tidths of the canal at the sections, from face to face of coping stones, were determined by 
triangulation from a lOO-foot base line measured ^\■ith a steel tape. The \\-idths thus computed were 
then checked by lading off on iron wires the computed spans, and matching the wires on the actual 
spans. The emplo^Tnent of two diff'erent ways of determining each element of the work has charac- 
terized the methods used to insure accuracy. 

The irregularities and batter of the section ends were traced by measuring distances from a 
plumbed rod to the rock at i-foot inter\-als vertically from the bottom to the coping. 

The elevations of the bottom were determined by Y-level readings on a specially constructed 
level rod, held plumb ^'^-ith its foot resting on bottom. The elevations of 71 points were thus deter- 
mined on section No. i, and 59 on section No. 2, and the position of these points crosswise was 
fixed by transit readings. (See pi. 28.) 



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Feb. /S03 



Cire/es indicate fa^/t/e"! of fiar't/ Mtiejfas 
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Braken Lir^es Jhstv Oifisisns betuiean Paiets 
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Senate Doc. No. /(?5 ; 62d Cong., 1st Sess. 



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1HL NORRI5 PHI ERS CO.. WASI 



Plate 29 




nate Doc. No. yCJ5 ; 62d Cong., 1st Sess. 



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PRESERVATION OP NIAGARA FALLS. 59 

The water-surface elevations corresponding to a particular height shown by a water gauge 
just below section No. i were determined by Y -level readings at lo different points on each section. 
These readings show the transverse water-surface contour practically level. 

Prior to taking these water-surface level readings, box-and-bottle water gauges had been estab- 
lished on the south side of the canal about lo feet below each section. 

These were vertical pine boxes, 6 inches square, and 6 feet long, with water-tight joints. They 
were bolted on the canal face, and reached to half length below water. On the north face of the box, 
a little above its bottom, a ^-inch auger hole was bored to admit water. A 2-quart bottle, fitted with 
a staff graduated to hundredths of a foot, floated in the box; and the staff' passed through a hole in the 
box cover. The index of the gauge was the top of the box cover on the side next to the graduated 
face of the staff, and the elevations of the indices of the gauges were read in and checked with a Y 
level. The distance of the zero of graduations of the gauge staff from the flotation Une of the bottle 
was carefully checked for each gauge. 

The elevations finally used for the indices of the gauges were derived from the series of water- 
surface levels across each section, as noted above, with simultaneous gauge readings that directly 
connected the mean elevation of the air perimeter of each section with the staff reading. This was 
done to avoid any small error that might arise from current effects on the inlet holes of the boxes, 
and to take into account any curvature of the water-surface contours. 

To verify the cross-sectional area derived by the methods described above, section No. i was 
sounded with a 95-pound projectile-shaped cast-iron weight. The area resulting from these soundings 
showed for identical gauge heights about one-half of i per cent larger than by the more precise method 
of level and rod. 

Plate 28 shows the form of the hydraulic sections to be rectangular, with such irregularities of 
perimeter as expected in a piece of bed rock excavation done in the dry. 

During the period of these measurements the self-registering water gauge at Grass Island, just 
above the mouth of the canal, recorded the river surface fluctuations on a scale of 3 inches to the foot. 

The gauging methods followed the system used in measuring the Niagara River flow and sketched 
in Chapter IV. The canal was considered as made up of 10 substreams, each substream passing 
through one of the panels shown in plate 28. The sum of the volume of flow in the substreams equals 
the canal flow through the section. 

The index was taken at four- tenths depth, and the variations of velocity for each substream were 
referred by the percentage system to the index velocity as 100 per cent. 

In coefficient work two meters were used simultaneously as a compound instrument; and by 
interchange of positions, any error of relative rating was effectually eliminated. 

The vertical and transverse curves are shown in plates 29 and 30. 

The weighted mean reduction coefficient for section No. i was 0.9092, and for section No. 
2, 0.9108. 

Between September 12 and November 19, 1907, 30 measurements of the flow through section 
No. T were made. These are shown in Table 57. Between November 25 and December 5, 20 meas- 
urements were made on section No. 2, as shown in Table 58. 



6o 



No. 





1907. 


I 


Sept. 12 


2 


Sept. 17 


3 


Sept. 20 


4 


...do.... 


5 


Sept. 24 


6 


...do.... 


7 


...do.... 


8 


...do.... 


lO 


Sept. 26 


11 


Sept. 27 


12 


Oct. I 


13 


...do.... 


14 


Oct. 2 


IS 


...do.... 


l« 


Nov. 15 


17 


...do 


i8 


...do 


19 


...do 


20 


Nov. 16 


21 


...do 


22 


..do 


23 


..do 


24 


Nov. 18 


25 


..do 


26 


..do 


27 


..do 


2S 


-do 


29 


Nov. 19 


30 


..do 



PRESERVATION OF NIAGARA FALI,S. 

Table si -Summary of discharges through section No. i, Niagara Falls Power Co. 



Time. 



9. 20-11.05 
8. 40-10. 00 
14.00-15. 50 
16.00-17. 45 
9. 00-10. 50 
10. 30-11.45 
13- 45-15- 30 
15.30-17.00 

10. 50-12. 20 
9. 00-10. 30 

ir. 00-12. 30 
15-30-16.45 
9. 15-10. 40 

11. 15-12.30 
10. 00-11. 25 
13-30-14-45 
14- 45-15- so 
16-05-17.05 

9. 00-ro. 05 
10. 35-11.40 
13- 30-15-05 
15-35-16.50 

9. is-io. 25 
10.40-11. 45 
13- 10-14. 10 
14. 10-15.05 
15.30-16. 25 

9. 15-10. IS 
10. 25-11.40 



Meter. 



Rating. 



2B 

iB 
iB 
2B 
iB 
iB 
2B 
2B 
iB 
4A 
iB 
iB 
2B 
iB 
2B 
iB 
iB 
46A 
46A 
2B 
2B 
46A 
46A 
iB 
46A 
46A 
2B 
2B 
2B 



October 

do 

do 

do 

do 

do 

do 

do 

do 

do 

....do 

....do 

....do 

....do 

November. . . 

....do 

....do 

....do 

....do 

....do 

....do 

....do 

....do 

...do 

....do 

...do 

...do 

...do 

...do 



Water-smiace elevations. 



Grass 
island. 



Feet 

562.58 

562.00 

562. 13 

562.17 

562.85 

562.82 

562. 82 

562. 70 

561.98 

561.93 

561.88 

561.97 

561. 98 

561.94 

561.84 

561.78 

561. 78 

561.78 

561.84 

561.86 

561. 86 

561.84 

561.86 

561.82 

561.80 

561.79 

561.80 

561.84 

561.82 



Section. 



Feet. 

562.29 

561.68 

561.81 

561.83 

562. 60 

562. 54 

562.57 

562. 40 

561.68 

561.66 

561.66 

561. 72 

561. 73 

S6l. 69 

S6i. 55 

561.48 

561.48 

561.48 

561.59 

561.61 

561.60 

561. 60 

561.59 

561.59 

S6i. S3 

561. 54 

S6l. S3 

561.57 

561-54 



Fall. 



Feet. 
o. 29 

-32 
•32 
-34 
•25 



Dis- 
charge. 



-25 

-25 
•25 
-29 
• 30 
-30 
-30 
•25 
■25 
.26 
•24 
.27 
•23 
-27 
•25 
• 27 
•27 



Remarks. 



Cu.ft. sec 

8,412 Wind NE. 6 miles. 

8, 539 Wind W. 25-30 miles. 

8, 444 Wind SW. 35 miles. 

8. 651 Wind SW. 20 miles. 

8, 077 Wind W'ly 6-15 miles. 

S, 582 Wind W. 25 miles; waves 6 inches high. 

8, 001 Wind W. 40 miles; waves 10 inches high. 

8, 185 Wind W. 30 miles; waves 10 inches high. 

8,048 Wind SW. light. 

7, 770 Wind WNW. 2 miles. 

7,499 Wind N. 5 miles. 

7, 742 Wind NNW. 6 miles. 

7, 761 Wind NW. 2 miles. ■» 

7, 597 Wind SW. 4 miles. 
8, 010 Wind N W. 3 miles. 
8,061 Do. 

8, 098 Do. 

8,312 Do. 

7,907 Winds. light. 
8, 044 Do. 

7, 800 Do. 

7, 793 Do. 

8, 163 Wind SW. 2 miles. 
7, 752 Wind SW. 3 miles. 
7, 884 Wind S W. 5 miles. 
7, 807 Wind SW. 4 miles. 
8, 1 13 Wind SW. 2 miles. 
8,092 Wind NW. 6 miles. 
8,239 Do. 



NOTE.-Observration No. 9 rejected. Meter ran hard after half the discharge 



was measured. 



No. 



1907. 
Nov. 30 
Dec. 3 
..do... 
..do... 
..do... 
..do... 
Dec. . 
..do... 
..do... 
..do... 
..do... 
..do... 
Dec. 
..do... 
..do... 

Nov. 25 
Nov. 26 
..do 

Dec. I 
..do 



PRESERVATION OP NIAGARA FALLS. 
Table 58. — Summary of discharges through section No. 2, Niagara Falls Power Co. 



61 



Time. 



16.07-16. 52 
8.56- 9-55 
10.00-10. 55 
12.59-14.02 
14.05-15.05 
15. 23-16. 29 
8. 47- 9. 59 
10.06-10.57 
II. 12-11. 55 
13. 22-14. 27 
14- 33-15. 30 
15. 49-16. 45 
II. 00-13. 43 
13- 55-14- 54 
15.01-16.27 

13. 18-14.32 
8. 46-10. 03 
13- 23-14- 42 

10.32-12.00 
14.33-16.00 



Meter. 



46A 

2B 

2B 

iB 

iB 

iB 

46A 

46A 

46A 

iB 

iB 

iB 

46A 

46A 

46A 



Rating. 



Nov.. 
..do. 
.do. 
..do. 
..do. 
..do. 
..do. 
..do. 
..do. 
..do. 
..do.. 
..do. 
..do.. 
..do., 
..do.. 



Water-surface elevations. 



Grass 
Island. 



Feet. 
561.73 
561. 64 
561.66 
561. 70 

561. 70 
561.68 
561.32 
561.32 
561.36 
561.48 

. 561.52 
561.53 
561.88 
561.98 

562. 04 



Section. 



Feet. 

561.41 

561-37 

561.39 

561.43 

561.41 

561.42 

561.08 

561.08 

S6i.ll 

561. 22 

561.26 

561. 22 

561.66 

S6i. 74 

561.80 



Fall. 



Feet. 
0.32 
.27 
.27 
•27 
.29 
.26 
.24 
.24 
•25 
.26 
.26 

• 31 

>S2 
.24 
.24 



Dis- 
charge. 



Paper company taking no water. 



46A 


Nov... 


561. 77 


561.52 


46A 


...do.. 


562.41 


562. 19 


iB 


...do.. 


562. 74 


562. 51 



Sunday discharge. 



Nov.. 
..do. 



561.86 
561.90 



561. 73 
561. 76 



Cu.ft. sec. 
8,29s 
8,113 
8,07s 
7,787 
7,783 
7,817 
7,771 
7.804 
7,843 
7,637 
7,773 
8,066 
7,494 
7,645 
7,477 

7,865 
7,957 
7,556 

6,758 
6,790 



Remarks. 



WindNE. 8 miles. 
Wind NE. 6 miles. 

Do. 
Wind E'ly 6 miles. 

Do. 
Wind NE. 12 miles. 
Wind NE. 6-8 miles. 
Wind NE. 8 miles. 

Do. 

Do. 

Do. 

Do. 
Wind W. 10 miles; broken discharge. 
Wind W. 10 miles. 

Do. 

Wind NW. 6 miles. 

Wind W. iS miles; weeds heavy. 

Wind NW. 20 miles. 

Wind SW. 6 miles. 
Wind SW. 5 miles. 



The branch canal of the International Paper Co. (see pi. 31) before mentioned receives its 
water supply from the Niagara Falls Power Co.'s intake canal above the hydrauHc sections, and 
its flow is therefore not included in the volume of Tables 57 and 58, but is chargeable against the 
permissible diversion. 



62 



PRESERVATION OF NIAGARA PALLS. 



This canal was gauged by methods somewhat similar to those described for the main canal, 
and i6 measurements of the volume of flow were made on October 4 and 5, 1907. (See Table 59.) 

Table 59. — Summary of discharge measurements, section No. 2, International Paper Co. 



Date. 


Time. 


Meter. 


Watei^sur- 
face eleva- 
tions at 
section. 


Dis- 
charge. 


Number 
of wheels. 


I 


2 


3 


4 


5 


6 


1907. 
Oct. 4 


9.40-1 1. OO 
II. 05-11. 10 
JI. 20-12.00 
13.05-14.20 
15.05-15.50 

14.30-14. 55 
9.00- 9.3s 
9.35-10.25 
10.30-10.50 
10. 50-11.30 
II. 45-12. 30 
12.30-12.40 
13.50-15.15 
15.20-15.55 
16. 10-16.30 
16.35-16. 55 


2B 
2B 
iB 
iB 
2B 
iB 
2B 
2B 
2B 
2B 
iB 
iB 
IB 
iB 
2B 
=B 


Feet. 
<;6o. 61 


Cu.fi. sec. 
696 
704 
693 
701 
711 
710 
697 
630 
694 
633 
688 
632 
68s 
694 
69s 

698 
632 


6 
6 
6 
6 
6 
6 
6 
5 
6 
5 
6 
5 
6 
6 

6 


Do 


560 
560 
560 
560 
s6o 
s6o 
560 
560 
560 
560 
560 
560 
560 
560 
560 


56 
SI 
48 
44 
47 
48 
54 
48 
58 
59 
62 
64 
63 
59 
60 


Do 


Do 


Do 


Do 


Oct. 5 


Do 


Do 


Do 


Do 


Do 


Do 


Do 


Do 


Do 


Mean for 6 




Mean for 5 

















With six wheels running, 13 measurements show a mean water consumption of 698 cubic feet. 
Nothing was known in regard to the load being carried by the paper company during the two days, 
October 4 and 5, on which measurements were made. It is therefore not certain that these meas- 
urements represent the maximum quantity of water which may be used by this company.^ 

During the 2-meter current work on hydraulic sections i and 2 of the main canal already 
described a third current meter was suspended from a station on the bridge at the head of the canal 
and set at four-tenths depth. The position of this instrument, called the conveyor meter, is shown 
on plate 27. Its object was to establish a single station where the velocity could be measured at 
any time without cableways or special constructions of any kind; and the velocity at this station, 
by the application of the proper transition coefficient, taken in connection with a water-gauge 
reading on one of the hydraulic sections, would give the volume of flow through that section. 

By means of simultaneous velocity measurements at the conveyor station and on the sections 
this relation was finnly established. Measurements of the flow were made at this conveyor station 
in connecdon with the shutdowns in 190S, as described later, and this station proved valuable also 
in studies of the variation of the daily water consumption. (See pi. 33 and 34.) 

In comparing the volume of flow in section No. 2 with that of section No. i as a check on the 
accuracy of the measurements the conveyor meter was used to connect the two sections, and the 
results of this comparison show the flow through section No. 2 fifty-four one hundredths of i per 
cent greater than that through hydraulic section No. i. This is a complete verification of the 
accuracy of the work in both sections. 

To reduce velocities measured by the conveyor meter to volume of flow through section No. i , 
take the product, cross-sectional area of section No. i Xi. 1092 X velocity by conveyor meter. 

The full volume of diversion by the power company with six wheels of paper company running 
is the above product plus 700 cubic feet per second. 



^ See supplemental report by Major Keller, dated September 21. 1909. which contains additional measurements. 



U. S. Lake Siirvcy. Preser\*aticm of Niagara Falls. 

NIAGARA FALLS TOWER CO. 



Plate 32. 






— sooo 



^230 



6730 



— S300 



S230 



— 6000 



7 7^0 



— 7300 



- 72SO 



- 7000 



■— e730 



Fo//, 6ra^s /-s/ofnaf to 3ecHon /^o. / 



h: 



i 


cJo 


T ■■ IP 1 
O.ZO 0.30 ^ O.yf-O reef 










6 


6 












"n9 


























6 

o '' 

37 is 

& 8 <l 












9 'AT' 

6 o' 


^ 












Co 






1 

"1 












V 

1 






*5 

o 


-go 






^ 














^ 

V 




8 


6 










c 


, 














Numl^er^ 


f a^7 c/rc/es 


refs^ ;t> 










numiref of 


i^'/sc/ra.'^d mt 


•a^ursmen/s. 




\ 


> 




■ 





RELATION BETWEEN DISCHARGE AND SLOPE. 



PRESERVATION OP NIAGARA FALLS. 63 

For hydraulic section No. 2 the transition coeiEcient is 1.1480 instead of 1.1092. 

The transition coefficient for section No. 2 with paper company shut down is approximately 
1.268. 

The current meters used in the measurements of the power company's diversion were rated 
on still-water bases in Cayuga Creek in July and October and at the Prospect Reservoir, Buffalo, 
in November. The details of all ratings and results are shown in Tables 49 to 56 in Appendix 4. 

While individual measurements may depart from the flow shown by mean results as much as 
2 per cent, these divergences are as likely to be too small as too large, and in the results the corrobo- 
ration of the several meters employed and the method of interchange in the positions of the meters 
guarantee accuracy. The wheel of the 4A meter was lost in the Niagara River in October, and 
the same instrument with a new wheel is denominated 46A after that time, and this is in effect a 
fourth meter. 

In Chapter XV a demonstration is presented of the integrity of the Haskell current meters 
iB and 4A, and consequently of the type. 

The method of rating meters on still-water bases as used by the Lake Survey is described in 
detail in Report of the Chief of Engineers, 1900, pages 5334 et seq., and the instruments themselves 
are described beginning at page 5332 of the same report. 

The above measurements of the flow in the power company's canal occupied a party two months, 
and this testifies to the pains taken to ascertain the truth. 

Two further tests of the accuracy of the measurements of flow are shown by the slope in the canal 
and by agreement with the total load curves of the power company, to be recorded later in this chapter. 

To arrive at a true statement of the volumes of actual diversion, as shown by Tables 57 and 58, 
with the flow in the paper company's canal added, combination of discharges are made so as to 
include the testimony of several current meters, thus eliminating the possible individual instrumental 
error. 

Measurements Nos. i, 4, 7, and 8 on hydraulic section No. i, with 700 cubic feet added for 
paper company's consumption, show as a mean for the four a diversion of 9,012 feet per second 
by meter 2B. Five measurements, Nos. 2, 3, 5, 6, and 10, on the same section show 9,038 cubic 
feet by meter iB. Between the same dates, September 12 to 26, meter 4A at the conveyor shows as 
the mean of two observ'ations simultaneous with measurements Nos. 3 and 4, 9,172 cubic feet. Two 
selected measurements in November, Nos. 19 and 24, show with 46A meter a mean diversion of 
8,938 cubic feet. Meters iB and 2B on the conveyor station show simultaneously with these last 
two measurements 8,852 cubic feet. All four meters therefore show a consumption in excess of 
the 8,600 authorized by the permit of this company. 

Measurement No. 34 on hydraulic section No. 2, measured with 46A meter, shows 8,995 cubic feet, 
the 700 cubic feet in branch canal having been added as before. Measurements Nos. 37 and 38 
show a mean of 8,794 with meter 2B. Measurement No. 47 with meter iB shows 8,766 cubic feet. 
The mean of these four measurements in section 2 is 8,837 cubic feet. Simultaneous measurements 
on the conveyor station show for meters 2B and 46A 8,914 cubic feet. The results on section No. 2 
therefore corroborate the excess beyond authorized diversions shown on section No. i. 

The use of 700 cubic feet for the paper company's consumption in these reductions is not quite 
exact, but is closely approximate. 

As the draft of water causes a lowering in the canal to create the velocities, and as this lowering, 
for fLxed river stage, varies with the quantity of diversion, the records of the Grass Island water 
gauge and those of the section gauges are indexes of the volume of flow. As, however, the mean 
fall between these two gauges for the combinations cited is but 0.297 foot, the slope as an index of 
flow is not highly sensitive. 

The fall for each measurement is given in Tables 57 and 58, and these quantities are platted in 
plate 32, all reduced to gauge on section No. i. While the range of fall shown in this plate is but 
0.24 foot, the large fall shown for the combinations of high diversions is significant. 
7821°— S. Doc. 105, 62-1 6 



64 PRESERVATION OE NIAGARA FALI<S. 

The combinations of measurements cited show volumes and falls as follows : 

Table 6o. — Fall in canal of power company between Grass Islatid gauge and section No. I. 



Measurements. 



Nos. 1.4, 7. S.. . 
Nos. 2.3. 5. 6. lo 

Nos. 3,4 

Nos. 19. 24 

Same 

No. 34 



Divemon, 
in cubic 
feet per 
second. 



9.012 
9,03s 
9! 172 
S,93S 
S.Ss2 
S,993 



Fall, in 

hundredths' 

of a foot. 



29-5 
29.4 

33- o 
2S.3 
2S.S 
32-0 



Measurements. 



Nos. 37, 3S 

No. 47 

Nos. 34. 37,38.47 

Same 

Mean of 10 combinations 



Diversion, 
in cubic 
feet per 
second. 



S,794 
S,j66 
S,S37 
8,914 



S,93i.S 



FaU, in 

hundredths 

of a foot. 



27,0 
31.0 
29.3 
29.2 



29.7 



The measurements of flow on sections i and 2 were made during the daylight hours of week days 
when the full load was on in the power houses. The mean of these for section No. i , with 700 cubic 
feet added, is 8,748; and for 15 measurements in section 2, 8,527 cubic feet. It will be seen by 
reference to plate :}s tliat the night load is lower than the day load, and the Sunday load is also less 
than the week-day load. The mean diversion for the period of the measurements of 1907, considering 
holidavs and daily variation, is less than 8,600 cubic feet per second. However, as the above permis- 
sible diversion applies to the peak of any day or hour, not the mean, and includes quantities used in 
sluicing ice out of the canal, this company was exceeding its authorized water diversion. 

These facts were presented to the Engineer Department in a report dated February,- S, 1908, and 
a portion of the load carried by this company was transferred to the Canadian Niagara Falls Co. 

A definite relation exists between the load carried by the power company's generators and the 
water passing through the actuating turbine wheels. 

It was desirable to estabHsh this relation for use in super\-ision under the terms of the permit. 

The total load in kilowatts, as shown by the records of the company, for the times of the 
measurements in sections i and 2 were furnished to this office by !Maj. Charles W. Kutz, Corps of 
Engineers, secretary of the Niagara Falls Committee of Landscape Architects. 



U. S. Lake Survey. Preservation of Niagara Falls. 

NIAGARA FAil^ POWER CO. 



Plate 33. 



VI 

«^ 

"s. 

0) 

1; 

1^ 






i 












































C 




) 


























> 




















s 
























I 


























. 


■ ■ 




^ 
















































5 




















( 






















<r 


> 


























^ 


") 
























( 






























~^ 


> 






















C 


^ 
























? 
























s 
























/ 






















/ 
























3 




■ 














^ 






















J 






















^ 


/ 














































/ 
















<1) 


+ 






^ 

+ 




^ 


1 


1 


1 


00 

1 


s 

\ 




96.JOY 9/6^/0^ OS/ (J 


//ou/g aB^oqos^/Q 



64 — I 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 33 a. 



NIAGARA FALLS POWER CO. 




64—2 



Discharcie cubic feet per second 

MEAN DAILY VARIATION IN DISCHARGE BY CONVEYOR METER. 



PRESERVATION OF NIAGARA FALLS. 

Table 6i. — Relation of water consumed to power developed, Niagara Falls Power Co. 
[Column d from information furnished by Capt. (now Major) Charles W. Kutz, Corps of Engineers, United States Army.) 

HYDRAULIC SECTION NO. i. 



65 



Date, r907. 



Sept. 12 
Sept. 17 
Sept. 20 

..do 

Sept. 24 

..do 

..do 

..do 



Sept. 26 
Sept. 27 
Oct. I 

.do 

Oct. 2 

..do 

Nov. 15 

..do 

..do 

,.do 

Nov. i6 

..do 

..do 

..do 

Nov. 18 

..do 

..do 

..do 

..do 

Nov. 19 
..do 



Time. 



9. 20-11.05 
8. 40-10. 00 
14. 00-15. 50 
16.00-17.45 
9. co-io. 20 
10. 30-11.45 
I3-4S-IS-30 
15.30-r7.00 



ro. 50-12. 20 
g. 00-10. 30 
II. 00-12. 30 
15.30-16.45 
9. 15-10. 40 
II. 15-12.30 
10. oo-ll. 25 
13.30-14.45 

14- 4S-IS- SO 
16. 05-17. 05 

9. 00-10. 05 
10.35-11.40 
13-30-15-05 
15-35-16-50 

9. 15-10- 25 
10. 40-H.4S 
13. 10-14. 10 
14. 10-15. 05 

15- 30-16. 25 
9. 15-10. 15 

10. 25-11.40 



Means 



Average 

power 

developed 

(kilowatts). 



Average 

water 
consumed 
(cubic feet 
per second). 



52, 800 
52,675 
51,112 
53,438 
51,083 
52,567 
51,025 
53,500 



48,367 
49, 533 
44,733 
45,650 
46,067 
45,533 
49, 133 
47, 800 
47,150 
49,825 
48,475 
48,550 
47,050 
47,450 
48,967 
48,233 
47,900 
48,000 
49,325 
49, 283 
50,400 



49, 159 



Water used 

per kilo- 
watt (cubic 
feet). 



8,412 
8,539 
8,444 
8,651 
8,077 
8,582 
8,001 
8,18s 



8,048 
7,770 
7,499 
7,742 
7,761 
7,597 
8,010 
8,061 
8,098 
8,312 
7,907 
8,044 
7,800 
7,793 
8,163 
7,752 
7,884 
7,807 
8,113 
8,092 
8,239 



8,048 



HYDRAULIC SECTION NO. 2. 



Nov. 30 

Dec. 3 

..do 

..do 

..do 

..do 

Dec. 4 

..do 

..do 

..do 

..do 

..do 

Dec. 5 

..do 

..do 



16. 07-16. 52 
8. 56- 9- 55 
10. 00-10- 55 
12.59-14-02 
14. 05-15. OS 
15- 23-16. 29 
8. 47- 9- 59 
10. 06-10. 57 
II. 12-11. 55 
13. 22-14. 27 
14-33-15-30 
15- 49-l6- 45 
II. 00-13. 43 
13- 55-14- 54 
15. 01-16. 27 



Means . 



Means of two seccions . 



49,550 
48, 250 
47,925 
47,375 
48,37s 
48, 400 
47,225 
47,07s 
47,600 
48,850 
47,225 
52,050 
43,708 
46,075 
46,683 



47, 758 



48,458 



8,295 
8,113 
8,07s 
7,787 
7,783 
7,817 
7,771 
7,804 
7,843 
7,637 
7,773 
8,066 
7,494 
7,64s 
7,477 



7,825 



7,936 



o. 159 
. 162 
.165 

. 162 

.158 
.163 
.156 
.152 



.166 
-157 
.167 
.170 
. 169 
.167 
.163 
. 169 
.172 
.167 
.163 
.166 
.166 
. 164 
.166 
.161 
.165 
.163 
.165 

. 164 

.163 



o. 163S 



o. 167 

.168 
.168 

. 164 

.161 

. i6o 
.165 
.166 
.165 
.156 
.165 
•155 
.172 
.166 
. 160 



o. 1639 



o. 1638 



' Discharge No. 9 omitted. Something wrong with meter wheel. 

> Discharges Nos. 31, 32, 33, 35, and 36 omitted. No water in paper company canal. Coefficients not well determined for this condition. 



66 PRESERVATION OF NIAGARA FALLS. 

From these quantities, shown in column d, Table 6i, and the corresponding volumes of flow, 
column e, as measured by the Lake Survey, the water consumed per kilowatt generated has been 
computed, as shown in column f . The water used per kilowatt second is o. 1 638 cubic feet per second, 
as indicated by measurements on section No. i, and 0.1639 for section No. 2. 

In using these reduction ratios to get total diversion, the quantity of water used in the paper 
company's canal should be added. 

It should be stated that the water supply of the city of Niagara Falls is drawn from the power 
company's canal, below the hydraulic sections. This water is not within the purxaew of the act of 
June 29, 1 906, and it is not properly chargeable against the power company. The quantity of water is 
so small, however (10 to 20 cubic feet per second), that it has needed no consideration in these 
discussions. 

Some measurements of the diversions by the Niagara Falls Power Co. were made in 1908, as 
shown in Table 44, Appendix 3. The volume diverted in all cases is well within the permissible 
quantity.' 

Chaptbr XIII. 

the; diversions of the NIAGARA FALLS HYDRAULIC POWER & MANUFACTURING CO. 

The second large water consumer on the American side is the company whose name heads this 
chapter. In this report it is spoken of as the hydraulic company, and its canal is called the hydraulic 
canal, both in distinction to the Niagara Falls Power Co. — called briefly the power company, and its 
canal the power canal. 

The hydraulic company is known locally as the Schoellkopf Co. 

The head of its canal is at Port Day, a quarter of a mile below the intake of the power company, 
and nearly half a mile above the head of Goat Island, and the entrance to American Rapids. (See 

pl. 13) 

The canal is 100 feet wide and 5,000 feet long leading through the city of Niagara Falls to the 
milling district on the brow of the cliff below the Upper Steel Arch Bridge. Here the water makes 
its descent to the river in the Gorge below, with upward of 210 feet in head between the water in the 
canal and that in the Gorge. At an ordinary stage of the river the difference in level between the 
water surface at the head of the canal at Port Day, and the river at the tail bay is 217 feet. Turbine 
wheels operated under a head of 2 10 feet, therefore utilize more than 96 per cent of the potential head. 

A part of the water of this canal is used under heads of 100 feet or less, discharging midway of 
the cliff. In the statement of this company to Capt. (now Major) Kutz dated July 28, 1906, the water 
used by the mills is set down as 1,332 cubic feet per second, "which represents 7,991 horsepower." 
By this statement each cubic foot yields 6 horsepower, while the water at the head of the canal had 
a potential of nearly 25 theoretical horsepower. If 2 of the potential horsepowers be charged to 
loss in the canal and in the turbines, 17 horsepowers have been lost by the utilization of 80 feet instead 
of 210 feet. 

In the same statement of this company 8, 1 68 cubic feet is the water representing 131 ,877 mechani- 
cal horsepowers for stations Nos. 2 and 3. The ratio of horsepowers to water here is 16, or 2^/^ 
times the ratio for the water-consuming tenants. 

The capacity of the hydraulic company's canal and the location of its forebay present the highest 
possibilities of the economical use of the water which it may divert; but its use of one-fifth of its 
authorized diversion of 6,500 cubic feet per second, for so inadequate a return as 6 instead of 16 to 
18 horsepowers to the cubic foot, should be clearly noted. 

By its State charter, the hydraulic company is limited to the flow capacity of a canal 100 feet 
wide by 14 feet deep. For a mean velocity of about 4>^ miles an hour this would show a flow of 
9,500 cubic feet per second and this has been estimated as the capacity of the canal. 

As the consumption of this company is yet well within the diversion to which it is limited by its 
permit under the act of June 29, 1906, the measurements of the flow in the canal do not need detailed 
analysis or discussion. 

^ See supplemental report by Major Keller, dated Sept. 21, 1909, which gives additional measurements. 



PRESERVATION OP NIAGARA FAI.LS. 67 

The conditions in the canal were not favorable for the best current-meter work, because a drill 
and dredges were at work deepening the canal, a tug and scows were traversing it hauling away the 
excavated material, false work stood in the canal at street crossings where it was being widened and 
the bridges reconstructed, and the bottom itself was ragged. These operations and conditions 
mterfered with the even flow of the water, and made the measuring operations more laborious 
and less exact. 

The presence of the false work under the bridges, and later its removal, made the slope in the 
canal a variable quantity not entirely dependent upon volume of flow and river stage. The changes 
of slope between August i and December 10, 1907, are shown in plate 39a. 

The first hydraulic section was located toward the lower end of the canal at the upper side of 
the Main Street Bridge. (See pis. 13, 34, and 35.) Work was begun in July, 1907. Soundings with 
lead and cable were made every 2 feet and in places closer, for bottom profile. The sides of the canal 
were taken as vertical. 

A self-registering water gauge of the small type was set just above the bridge, for water surface 
determination, and this surface was taken as level. 

The canal was considered as made up of 5 substreams, cutting the vertical plane of the section 
in the 5 panels shown in plate 34. 

Two meters were used as a compound instrument, and vertical and transverse curves were 
determined as shown in plate 35. 

Twenty-two discharge measurements were made in August (see Table 62) showing a mean 
flow of 2,677, with maximum of 3,080 cubic feet per second. Twelve measurements in December 
show a mean of 1,988, with a maximum of 2,095 cubic feet, and the small volume indicated is related 
to the prevailing business depression. 



68 PRESERVATION Olf NIAGARA PALLS. 

Table 62. — Summary of discharges , Main Street section, Niagara Falls Hydraulic Power & Manufacturing Co. 



No. 


Date. 


Time. 


Meter. 


Rating. 


Gauge heights. 


FaU. 


Discharge. 


Port Day. 


Main 
Street. 




1907. 








Feet. 


Feet. 


Feet. 


Cub.ft. sec. 


I 


Aug. I . . . . 


S.30- 9.21 


2B 


October. . . 


562. 13 


561.04 


1.09 


2,796 


2 


Aug. 2 . . . . 


8. 37- 9-47 


iB 


...do 


562-47 


561.53 


-94 


2,697 


3 


Aug. 5 


9. oS-lo. 26 


iB 


...do 


562. 08 


561.05 


1.03 


2,596 


4 


Aug. 6 


8.44- 9.32 


2B 


...do 


562. 06 


561.02 


1.04 


2,679 


S 


Aug. 9 


16. 42-18. 00 


iB 


...do 


561.90 


560.63 


1-27 


2,959 


6 


Aug. 12. .. 


8. 52-10. 00 


iB 


...do 


562.15 


560. 97 


1. 18 


2,856 


7 


. . .do. . . . . . 


10. 10-11. 27 


iB 


...do 


562.12 


560.92 


1-20 


2,800 


8 


Aug. 13 . . . 


16. 55-iS. 00 


2B 


...do 


562. 24 


560.97 


1-27 


2,826 


9 


Aug. 14.*. . 


I3-47-IS-2S 


2B 


...do 


561.94 


560. 64 


I- 30 


3.077 


10 


...do 


IS- 41-17- 13 


2B 


...do 


561.92 


560.64 


I. 28 


3,080 


II 


Aug. 15. .. 


8. 24-11. S3 


iB 


...do 


561-93 


560. 50 


1-43 


2,942 


12 


...do 


12. 22-14.36 


iB 


...do 


561.98 


560. 58 


1.40 


2,901 


13 


Aug. 19. .. 


13.30-15.06 


2B 


...do....'.. 


561.98 


561.17 


.81 


2,36s 


14 


...do 


15. 20-16. 50 


2B 


...do 


561.94 


561. 12 


.82 


2,321 


15 


Aug. 20. . . 


8- 35- 9-52 


2B 


...do 


562. 13 


561.20 


■93 


2,461 


16 


...do 


10.04-11.26 


2B 


...do 


562.11 


561. 18 


•93 


2,468 


17 


Aug. 21. .. 


8. 29-10. 24 


2B 


...do 


561.91 


560.85 


1.06 


2,548 


iS 


. . .do 


10.27-12.07 


2B 


...do 


561.90 


560.84 


1.06 


2,643 


19 


Aug. 24. . . 


8.53-11.00 


2B 


...do 


562. 20 


561-38 


.82 


2,350 


20 


...do 


11. 20-14.00 


2B 


...do 


562.26 


561-52 


■74 


2,454- 


21 


...do 


14. 09-16. 13 


2B 


...do 


562.30 


561.60 


■ 70 


2.454 


22 
23 


...do 

Mean 
Dec. 7 


16.20-17.00 


2B 


...do 


562. 24 


561.41 


■S3 


2,616 


2.677 


9. 44-10. 24 


2B 


November 


561. 80 


561. 54 


.26 


1,980 


24 


...do 


10.27-11.05 


2B 


...do 


561. 78 


561.52 


.26 


Ii979 


25 


...do 


11.27-12. 10 


iB 


...do 


561. 76 


561.48 


.28 


1,988 


26 


...do 


12. 14-12.56 


iB 


...do 


S6i. 76 


561.49 


•27 


1,970 


27 


...do 


13- S5-I4- 34 


2B 


...do 


561. 79 


561.52 


.27 


2,095 


28 


...do 


14.36-15.20 


2B 


...do 


561. 78 


561.52 


.26 


2,014 


29 


...do 


15.37-16.14 


iB 


...do 


S6i. 73 


561.52 


.26 


1,995 


3° 


Dec. 9 


9.43-10. 16 


2B 


...do 


561.62 


561-33 


■29 


1.954 


31 


...do 


10. 19-11. 10 


2B 


...do 


561. 64 


561-36 


.28 


1,973 


3 = 


...do 


II. 12-12.00 


2B 


...do 


561.64 


561-35 


•29 


1,984 


33 


...do 


13- 15-13- 56 


iB 


...do 


561.61 


561-33 


.28 


l,94S 


34 


...do 

Mean 


13.58-14-43 


iB 


...do 


561.59 


561-31 


.28 


1.979 


1,988 















False work at Erie Avenue and Third Street Bridges. Dredges working between Erie Avenue and New York Central bridge, 
below New York Central bridge. 

At Fourth Street, dredge widening canal and false work under temporary bridge. 

Aug. 22. False work at Erie Avenue Bridge removed. 

Channel practically clear in December. Some false work at Fourth Street. 

In December. Aluminum Co. were taking about one-fourth of their normal load- 



A drill boat 



PRESERVATION OF NIAGARA FAI,LS. 



69 



Table 63.— Discharge by meter on bridge, New York Central section, Niagara Falls Hydraulic Power & Manufacturing Co. 

[4A meter, October rating.] 



Aug. 26. 

Do.. 

Do.. 
Aug. 27. 

Do.. 

Do.. 

Do.. 
Aug. 28. . 

Do.. 

Do.. 

Do.. 
Aug. 29. . 

Do.. 

Do.. 

Do.. 
Aug. 30. . 

Do.. 

Do.. 

Do.. 

Do.. 

Do.. 

Do.. 
Sept. 4. . 

Do.. 

Do.. 

Do.. 



Date. 



Time. 



Mean. 



10.36-12. 10 
12.20-13.44 
16. ro-17. 06 
II. 18-11.48 
14. 22-15. 10 
15. 40-16. 41 
16.46-16. 56 
9. 22-10. 24 
10. 28-11.06 
13. 21-14. 36 
16. 1S-17. 00 

10. lo-ii. 20 

11. 24-12.02 
14- 43-15-56 
16.os-17.31 

9. 09- 9. 50 
9. 51-10. 28 
10. 46-11. 20 
'3- 34-15- 00 
15.01-15.29 
IS- 34-15- 54 
IS-SS-16.30 
14.00-15.46 
IS- 48-15- 58 
16. 15-16. S3 
16.55-17.34 



Afean 
revolu- 
tions per 
second. 



Velocity, 
feet per 
second. 



1.28 

I- 35 

I-3I 

I. 29 

1-23 

1- 21 

I- 26 

1-32 

1-34 

1-26 

1-36 

1-41 

1-42 

1-31 

I- 26 

1. 41 

1-37 

1.38 

1-33 

1.40 

1.40 

1-37 

1.28 

1.36 

I. 29 

I- 33 



1.67 

I- 75 

1.70 

1.68 

I. 61 

1.58 

1.64 

I. 71 

1-74 

1-64 

1.76 

1.82 

I- S3 

I. 70 

I- 64 

1.82 

1-77 

1-79 

1-73 

1. 81 

1. 81 

1-77 

1.67 

1.76 

1.68 

1-73 



Mean 
velocity. 



I-4S 

I- 52 

1-47 

1.46 

1.40 

1-37 

1.42 

1.48 

I- SI 

1-42 

I- S3 

I-S8 

1-59 

1-47 

1.42 

1.58 

1-53 

I-S5 

I- SO 

1-S7 

I-S7 

I- S3 

1-45 

I- S3 

1-46 

I. SO 



Water-surface elevation 
(mean). 



Port Day 



feet. 
561.93 
561.98 
562. 13 
561.96 
561.91 
561.94 
561.99 
S6i. 83 
S6l. 83 
561. 84 
561.87 
561-85 
561.86 
561.91 
561.91 
561. 92 
561.89 
561.89 
561. 88 
561.89 
561.89 
561.90 
561.87 
561.84 
561.84 
561.83 



New 

York 

Central. 



Feet. 

561.66 

S6i- 73 

561.89 

561. 72 

561.67 

561.74 

s6i. 75 

561.57 

561.57 

561.63 

561.61 

561. 57 

561.58 

561.72 

S6i. 73 

561. 64 

s6i. 62 

561. 62 

561.64 

561.64 

561.67 

561.67 

561.67 

561.57 

S6l-5S 

S61-SS 



Main 
Street. 



Feet. 

561.06 

561. 12 

561.27 

561.06 

561.12 

561. 16 

561-13 

560.94 

560. 94 

561.07 

561.00 

560.93 

560.94 

S6l.i6 

561.17 

561. 04 

561.01 

560.97 

561.13 

561.02 

s6i.o2 

561.02 

560.94 

560.83 

560. 80 

560.81 



Fall, 

Port Day 

to Main 

Street. 



Feet. 
0.87 
.86 
.86 
.90 
•79 
.78 
.86 
■89 
.89 
•77 
.87 
.92 
.92 
•75 
•74 



■92 

•75 

•87 

.87 

• 88 

•93 

1. 01 

1.04 

I. oa 



Sq.Jeet. 
1,671 
1,67s 
1,69s 
1,677 
1,672 
1,679 
i,63o 
1,662 
1,662 
1,668 
1,666 
1,662 
1,663 
1,677 
1,678 
1,669 
1,667 
1,667 
1,669 
1,669 
1,672 
1,672 
1,672 
1,662 
1,660 
1,660 



Dis- 
charge. 



Cu.ft. sec. 
2,423 
2,531 
2,492 
2,448 
2,341 
2,300 
2,386 
2,460 
2,510 
2,369 
2,549 
2,626 
2,644 
2,465 
2,383 
2,637 
3.551 
2,584 
2,500 
2,620 
2,625 
2,5S8 
2,424 

2,543 
2,424 
2,490 

2,496 



70 



PRESERVATION Olf NIAGARA PALLS. 



Table 64. — Discharge by index meter, New York Central section, Niagara Falls Hydraulic Power & Manufacturing Co. 

[i B Meter. November Rating.] 
SUNDAY, DEC. I, 1907. 



Time. 


Mean 
revolu- 
tions per 
second. 


Velocity, 
feet per 
second. 


Mean 
velocity. 


Water-surface 
elevation. 


Fall, 

Port Day 

to JIain 

Street. 


Area. 


Dis- 
charge. 


Port Day. 


Main 
Street. 










Feci. 


Feet. 


Feel. 


Sq./eet. 


Cu.fi. sec. 


10. 19 


1. 41 


1.S2 


1-47 


561. 74 


561.32 


0.42 


1. 455 


2,139 


10.30 


1.43 


1.S5 


1.49 


561.74 


561.32 


.42 


1,455 


2,167 


10.41 


1.46 


l.SS 


1-52 


S6i. 74 


561.32 


.42 


1,455 


2,212 


10. 52 


1.39 


1.80 


1-45 


561. 74 


561.33 


.41 


1,456 


2,111 


11.03 


1.46 


l.SS 


1.52 


S6i. 74 


561.33 


•41 


1,456 


2,213 


11.14 


1.44 


I.S6 


1.50 


561. 75 


561.33 


.42 


1,456 


2,184 


11. =5 


1.4S 


1.91 


1.54 


561. 75 


561.32 


-43 


1,455 


2,241 


11.36 


1-35 


1-75 


1.41 


561. 75 


561.33 


.42 


1,456 


2,053 


11.47 


1.46 


l.SS 


1.52 


561. 75 


561.33 


.42 


1,456 


2,213 


H.5S 


1.43 


1.83 


1.4S 


561. 75 


561-33 


.42 


1, 456 


2,15s 


I3.09 


1.3S 


1-79 


1.44 


S6l. 75 


561.33 


.42 


1,456 


2.097 


14.30 


1.40 


I. Si 


1.46 


561. 7S 


561.37 


.41 


1,460 


2.132 


14.41 


I- 45 


1.87 


1. 51 


561. 78 


561.37 


-41 


1,460 


2,205 


14.52 


1-44 


1.S6 


1.50 


561.78 


561.37 


.41 


1,460 


2, 190 


15.03 


1.50 


1-93 


1.56 


561. 7S 


561. 38 


.40 


1,461 


2,279 


15.14 


1.56 


2.00 


1. 61 


S6l. 78 


561-33 


-45 


1,456 


2,344 


n-'s 


1-59 


2.04 


1-65 


561- 79 


561.30 


-49 


1,453 


2,39s 


15-36 


1.62 


2.07 


1.67 


561- 79 


561.30 


-49 


1,453 


2,426 


IS- 47 


1.62 


2.07 


1.67 


561.79 


561.30 


-49 


1,453 


2,426 


IS-SS 


I- 57 


2.01 


1.62 


561. 79 


561.30 


-49 


1,453 


2.354 


16.09 


1.5S 


2. 03 


1.64 


561. 79 


561.30 


-49 


1,453 


2,383 


16. 20 
Mea 


1-59 
a 


2.04 


1.6; 


561. 78 


561.31 


-47 


1,454 


2,399 


2,240 

















To verify the results of the Main Street work, a second hj'draulic section was measured in August 
and September at the New York Central Railway crossing near the head of the canal. This is shown 
in plates 36, 37, and the volumes of flow in Table 63. 

The mean flow was 2,496 and the maximum 2,644 cubic feet per second. Work on this section 
was done from a cableway square with the canal axis. 

Near each hydrauUc section single-meter stations were established similar to the conveyor 
station of the Niagara Falls Power Go's canal (see Chapter XII) where velocities in connection with 
transition coefficients and water-gauge readings gave the volume of flow. 

The measurements of Table 63 were made from the New York Central bridge station. 

The two sections were tested for accuracy on September 5 by simultaneous measurements. 
This test showed the flow by the New York Central section 2,686 and by the Main Street section 
2,642 cubic feet per second. The difference, 44 cubic feet, shows a check within 1.7 per cent, which is 
better than was anticipated. The comparison of sections is shown graphically in plate 38. The 
variation in the flow at difl'erent hours of the day is sho\^^l in plate 39. 

The slope in the canal shown on plate 39a is typical for that time only, because subsequent deep- 
ening and widening of the canal changed the relation of flow and fall. 

Measurements of the flow in the hydraulic canal made in the shutdown periods of 1908 (see Table 
45, Appendix 3) show the volume of flow less than in 1907. 



tfcnaic uoc. no. /(/^ ; o£.a uong., ist 9c»». 



A 
^'^ 



.^ 
« 



Plat^ 34 



MA//^-3Tff££T /^yOffAUUc 3£C7-/0// 





On Prof>/e ; Cifc/gs s/iaiv f/7g pas'f/on of /hng/ 
'"deits and />0He(/ Ufies /-/ifi p^hon ef WaHica/ 



c/s././i/ff ^(/ffy^y 
PRe3£RMT/0/V OF /Vm/l/?/l /rjjUS 

M/im STREET HYORAULIC S£CTlOM 

Moi/e undir- f)te i^i'rrcfion of 
Ma/0/> ChAi1i.£3 /C£iL£/i tCofps of f/it^tneers t/^4- 

TxANCis C.Jf*£f/stfOf* I Pri/lcipat Assistant fnoMI^- 

if, 

^//sfiMAflr^^ff£ , Junior l/jgineer' 



Stinte 



Ooc. No. IQH : 62d Con(., Itt Sess. 



V. 



^cnaLC wuc. no. /y^ ; oca wong., ist 9c»9. 



y 



i 




Senate Doc. Do. 106 ; SZd Cent., lit Sess. 



90 



Farfe/ 



Pa. 



30 



70 

L_ 



D /stance 







L_ / 






! 



plate: 36 




Senate Doe. Bo. /(J5 ; 62d~ci;i^7JS"i;ii: 



t 



/ 6 



Par/e/ 



3 



\S 



Fa 



90 



30 



70 



D/sfance 



Plate 37 





NEl^ YORK CENTRAL ^VDRAUl/C SCCT/O/^ 

Af/4jo/i Ch^riss /C£Lt £jf , Corps p^ Lff^m^ers (^ 5 A. 

fif/i/vc/s C-S^e^eMOii^, Fr/ncp^/ As^'ifanf frt^/n^ar: 
■*? 

/9as 



Senate Doc. No. lOb \ 62d Cons., (st Sess. 



U. S. Lake Survey. Preservation of Niagara Falls. 



N. F. H. P. & M. CO. 



Plate 38. 






^ 

N 






«0 



K 



I' 



M 






C^ 



00 















'^"^^ 










i 


1 


N 






5^ 


^ 


^ 


^ 


4 


^ 


> 
^ 


.5i 


^ 




1 


■k 


1 
1 


Qi 


1 


<li 


1 


V 






^ 


.^ 


(^ 


1 




^ 


^ 



Ca6/c feet per second 



NEW YORK CENTRAL AND MAIN STREET SECTIONS. DISCHARGE COMPARISON OF SEPTEMBER 5. 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 39. 



N. F. H. p. Sr T^L CO. 






^«0 



» 



S!i{ 



^ 



<Q 



^. 



N 



t 



Discharge in Cu. Ft. per sec. 









M 




■^ 



*f) 



00 



«0 



^ 



1- 



M 



<^ 



^ 



^ 



M 



Percent of ii/fean Discharge 
I arge — Smai/ — ^ 

From 24 hour fesi run 
Aug. 15-16, 1307. 



'O 



vo 



^ 



<M 





^ 




Vi ^ 






<0 



\o 



t^ 



fV( 



^1 



«0 






I 






Fail Port Day to i/lain St 



A^ean Slope of Canal 



\ 

J" 



I 
I 



I 

I 



§: 



I: 



! 









I 

"to 
^ > :s 



MAIN STREET SECTION. HOURLY VARIATION IN DISCHARGE. 



U. S. Lake Survey. Preservation of Niagara Falls. 



N. F. H. P. & M. CO. 



Plate 39 a. 




Fa// Port Day to /^a/n Street in Feet 



^ 
^ 

^ 



^1 



1 1 









is, 






^; 



t 



§ 
^ 



I "^ 

It 

i.! 

l| 
'I 






I 

I 

I 
I 



«0 






1) 



I ^ Sii X (0 



fill 






^ 



!^ 



.5^ 



^ 
^ 



■'. ^ ^ ^ ^ 
|-^ IP) 






^^^ 
1^_^ 






•^ 






Note: Port Day is Grass fs I a net minus 0.t6 foot 



1<T-l 

7821°— S. Doc. 105, 62-1- 



SLOPE IN CANAL, AUGUST 1 TO DECEMBER 12, 1907. 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 40. 




SKETCH SHOWING LOCATION OF HYDRAULIC SECTION ERIE CANAL AT BUFFALO, N. Y. 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 41. 



^ 



?:§ 












M 




^vy 




ii '^ 




^^r^ 




II 




^•^ 




"u V. 




^^ 




^ ^ 




^ 


V 


^ ^ 


^1 


l:^ 




><:i-K 


^ 
\ 


■^ s: 




^1 


^ 
^ 


VV 


■^■ 


"■) 


^5 






^ 




^ 




^ 




■^ ^ 




^ c^ 




^^ 




^"^ 




'O 




V 




^i 





*0 0> ro 
r 00 o 







•« 


(O 


_ 






r- 


4 


o 






m 


0> 








r* 


<o 








gi 


M 


•Ji 






■0 


00 


0» 




x> 










^ 










^ 


S 


■9 






V 










"n; 










<s 










% 




10 
05 

OD 








to 


r 


« 


. 




<i 


r- 


<n 




o 


SS> o_ 






I0« CO 





b 



in 



k 



HYDRAULIC SECTION ERIE CANAL SOUNDINGS. 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 42. 



a 5; 



Depths in feef- 







Depths in feet at Wafer Surface S72.27 



ERIE CANAL, MEAN CROSS SECTION OF DISCHARGE SECTION. 



U. S- Lake Survey. Preservation of Niagara Falls. 



Plate 43. 



"t 
■^ 



Percentage ve/oc/'h'es 







Percentage \/e/oc/'Hes 



ERIE CANAL, TRANSVERSE VELOCITY CURVE. 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 44. 



5^ 




















K 1 


^ 








































J 


^ 




■s 

- II 
















/ 


















/ 


to 




- II 
















/ 




^ 














/ 


















► 




1 
5 












/ 






1 










/ 


^ 








\ 










/ 


















> 


/ 








«3^ 






















t 










^^ 












^. 






















"^ 


-J 


y — - — 












' 




, 


5 
^ 


^^^S^^^^^^^l 


Percentage Depth 



DISCHARGE OF ERIE CANAL, TYPICAL VERTICAL VELOCITY CURVE. 



PRESERVATION OF NIAGARA FALLS. 
Chapter XIV. 



71 



THE FLOW IN THE ERIE CANAL. 

In October, 1907, measurements were made to determine the volume of flow in the Erie Canal. 

The section chosen was at Hamilton Street, Black Rock, just above Lock No. 72. (See pi. 40.) 

The slow current in the canal made velocity determinations with floats simpler and more accurate 
than with current meters. 

The canal at this place has a width of about 85 feet and a depth of about 1 1 feet. The floats were 
made to pass over a length of 100 feet (see pi. 41) and this section was sounded with a pole. Water- 
surface level was read on a staff gauge. 

Floats were 2-inch octagonal rods of white pine, 8 and 10 feet long, weighted so as to float with 
about an inch projecting above the water surface. These were started several feet above the upper 
range, and the time of transit over the loo-foot base was taken with a stop watch. 

The upper and lower ranges were defined by lines stretched across the canal, and tagged to show 
distances from the canal wall. 

Plates Nos. 42 and 43 show the mean cross- sectional area and the transverse curve of velocities; 
and plate 44 shows the typical vertical curve used as the basis of reduction to mean velocity in the 
vertical. 

A discharge consisted in timing eight floats, one in each of the substreams of which the panels are 
shown in plate 42 . 

Sixteen measurements of the flow (see Table 65) show a mean flow of 768 cubic feet per second. 

Table 65. — Discharge summary, Erie Canal. 



No. 



Time. 



Gauge. 



Dis- 
charge. 



Remarks. 



1907 

Oct.29. . 

...do... 

Oct. 30.. 

do... 

do... 

do... 

do... 

do... 

do... 

Oct. 31 . 

..do... 

..do... 

..do... 

..do... 

....do... 

....do... 



I3-43-IS-33. 
15. 38-16. 39. 
9.17-9.48... 
10. 03-10. 50. 
10.54-11.46. 
13.44-14.25. 
14. 29-15.01. 
15.05-15.37. 
15.41-16.33. 
9.06-9.34... 

9. 41-10. 10. . 

10. 15-11. 24. 
13.40-14. 18. 
14.22-15.00. 
15.02-15.39. 
15.44-16.32. 



Light upstream, freshening. 

Dying out 

Light upstream 



Very light upstream . 



Very Ught upstream . 



Very light. . 

No wind . . . 

do 

do 

do 

do 



Very light, SE . 
Mean .... 



Feet. 

572.26 

572. 22 

572- 17 

572.17 

572-25 

572-17 

572-17 

572. 17 

572. 17 

572.23 

572.27 

572-27 

572. 16 

572-15 

572. IS 

572.06 



Cu./t. sec. 
74S 
758 
730 
738 
770 
751 
773 
764 
773 
848 
825 
797 
779 
788 
747 
700 



Downstream lockage, 14.48. 
Lockage at 16.30. 



Downstream lockage, ri.12. 

Downstream lockage just before measurement. 



Downstream lockage. 16.10. 

Upstream lockage just before measurement. 

Two downstream lockages between 10.20 and 11.02. 



Downstream lockage, 15.10. 
Upstream lockage, 16.00. 



572. 19 



768 



The diversion of water from the Erie Canal at Lockport, which has a maximum volume of 500 
cubic feet per second under the permit issued in accordance with the provisions of the act of June 29 
1906, was not investigated by the Lake Survey. 



72 PRESERVATION OP NIAGARA FALLS. 

Chapter XV. 

CURRENT-METER TESTS. 

The hydraulic work of the Lake Survey on the outflow of the Great Lakes depends fundamentally 
for its accuracy on the proposition that the Haskell current meter rated on a still-water base gives 
the true velocity of flowing water. The work of the Lake Survey up to the time of the experiments 
here briefly described contains no demonstration on this vital point. 

On the face of it, an efficient rating on a still-water base, in which a mass of water is at rest and 
the instrument is passed through it, should show the same wheel revolutions as a current rating, in 
which the meter is at rest and the water flows through it. It would seem to be merely a matter of 
relative motion between instrument and water. However, it is claimed that the impact on the wheel 
vanes of the particles of flowing water, owing to the intricate nature of their movements, does not 
have the same effect in wheel revolutions as the impact between the vanes and the inert particles of 
still water. 

In submitting formulas for discharge of the Niagara and St. Lawrence Rivers, it seemed proper 
to apply a correction for instrumental error, if such error existed, and these experiments were made to 
determine this point. 

The Haskell current meters, one of type A, cafled L. S. 4A, and one of type B, L. S. iB, were 
carefully rated on a still-water base. The methods used were similar to those used in rating meters 
for the discharge work in the Niagara and St. Lawrence Rivers, and described in the Reports of the 
Chief of Engineers, United States Army, for 1900 and 1901, except that the meter was suspended 
from the deck of a light catamaran, whose hulls were of 8-inch diameter cedar poles, with a clear 
width of 12 feet between hulls. 

Each meter was rated three times, and the rating equation is derived from all observations cor- 
responding to the river velocities of the current rating. 

In the still-water rating, a 200-foot base was used, marked by beads soldered on a galvanized- 
iron ware. This wire was stretched taut over the stifl water, and acted in addition as a guide for the 
catamaran. 

The current rating of the meters was done in the Detroit River just above the Lake Survey 
depot at Fort Wayne, and about 200 feet out from the dock Une. 

A section of the steel pontoon sweep was suspended in the current, held by a head anchor. A 
second section was suspended tandem from the first by two galvanized-iron wires, one on each side, 
ha\dng beads soldered on them 200 feet apart. The starboard wire formed the current rating base. 
The length between beads of the wires was measured, before and after the tests, by a steel tape. 

The sweep catamarans have decks that overhang at the sides the cylindrical steel hulls. These 
overhangs were extended so as to drop the meters into the water 12 feet outside the starboard hulls, 
in order to place the instruments where the current lines would be entirely clear of hull influences. 

The 4A meter was placed abreast the zero bead on the upper catamaran; the iB meter was about 
5 feet downstream from the 200-foot bead on the lower catamaran. The axes of the meter wheels 
were set i foot below the water surface. 

The two catamarans hanging fair with the current aligned the meters so that the current threads 
passing the first passed close to the second also. The catamarans showed little movement, either 
sidewise or streamwdse. 

As doubt exists as to whether a float travels at the same speed as the water in which it is immersed, 
and as a float must penetrate the surface skin and be in some measure affected by the wind, it seemed 
best to avoid floats, and to make -visible a ball of the water itself, so that its transit between the two 
terminal beads could be timed. 

It was found that about 4 ounces of a strong fluid bluing, or a strong solution of aniline red, 
injected into the river at a depth of about a foot, would color a ball of water perhaps a foot in diameter 
at the start, which held together so that about 70 seconds later it would complete the transit of the 
200-foot base, with a size not often more than doubled, and still a fairly compact mass of color. 



PRESERVATION OF NIAGARA FALLS. 



73 



The colored water was injected about 5 feet upstream and a little to one side of the upper meter, 
4A, using a small bicycle pump, pointed downwards and moving at the speed of the water as closely 
as it could be followed. When the center of the ball of color passed the initial bead of the base wire, 
the registration of both meters was started by pressing the stems of two stop watches. When its 
center reached the 200-foot bead, its transit was signaled and both registers were thrown out of 
circuit by stopping the stop watches. The total number of wheel revolutions for each observation, 
the transit time of the fluid, and its path were noted. 

Table 66. — Tests of accuracy of Haskell Current meters L. S. 4A and L. S. iB in Detroit River. 



Number 

of ob- 
servation. 



23 

24 

25 

26 
27 

23 

29 
30 
31 

32 

33 
34 
35 
36 
37 
38 
39 
40 
41 
42 
43 
44 

45 
46 

47 



1906. 

June I 
...do.... 
...do.... 
...do..,. 
...do.... 
...do.... 
...do.... 
...do.... 
...do.... 
...do.... 
...do.... 
...do.... 
...do.... 
...do.... 
...do.... 
...do.... 
...do.... 
...do.... 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

..do 

...do 

..do 

..do 

..do 

..do 

..do 

..do 

June 2 

..do 

...do 



Time of 
day. 



p. M. 
1. 00 
1.06 
1. 10 
1. 12 
1.15 
1.17 
I. 20 

1. 22 
1.27 
1.30 

1-35 
1-37 
1.40 
1-43 
1-53 
I- 55 
I- 57 
I- 59 

2. 00 
2.02 
3-32 
3-35 
3-37 
3-38 
3-41 
3.43 
3-45 
3-47 
3.50 
3-52 
3-55 
4.01 
4-03 
4.05 
4.07 
4.09 
4. II 
4-13 
4.15 
4. 17 
4.19 
4. 22 
4-25 
4.27 

A. M. 
10.4s 
10. 4S 
10. 50 



Velocity (feet per second). 



By meter 
4A. 



2.89 
2.89 
2.83 
2.87 
2.81 
2.81 
2-75 
2.83 
2.81 
2.82 
2.81 
2.58 
2.62 
2.84 
2.86 
2.86 
2.86 
2.86 
2. 72 
2.79 
2. 72 
2.81 



2.86 
2.82 
2. 76 
2.87 
2.83 
2.83 
2.74 
2.82 
2.82 
2.86 
2.86 
2.80 
2.74 
2. 65 
2.71 
2. 65 
2. 65 
2.68 
2.74 
2. 70 

2.90 
3.04 
2.99 



By meter 
iB. 



2.97 
2.84 
2. 72 
2-74 
2.86 
2.86 
2.63 
2.84 
2. 76 
2. 72 
2.90 
2. 72 
2. 70 
2. 96 
3.02 
2.91 
2.87 
2.82 
2.8s 
2. 70 
2. 76 
2.85 
2.86 
2.39 
2.92 
2.80 



2.35 

2.96 

2.85 

2. 90 

2.85 
2.87 
2.87 
2.91 
2. 90 

2.63 
2.72 
2. 67 
2. 65 
2.72 
2.71 
2.74 

2.96 
2.99 
3-04 



Mean by 
meters. 



2-93 
2.86 
2.78 
2.3o 



2. 72 
2.84 
2.78 
2-77 
2.86 
2. 65 
2.66 
2.90 
2.94 
2.83 
2.86 
2.34 
2.78 
2.74 
2.74 
2.83 
2.87 
2.39 
2.89 
2.81 
2.82 
2.86 
2.84 
2.90 
2.80 



2.36 
2.86 
2.86 
2.82 
2.66 
2. 72 
2.66 
2. 6s 
2. 70 
2. 72 
2. 72 

2-93 
3-02 

3.02 



By fluid 
transit. 



2.99 
2.96 
2.74 
2.88 
2.92 
2.38 
2.33 
2.86 
2. 87 
2.81 
2.88 
2.78 
2.66 
2.79 
2.97 
2.92 
2. 84 
2.87 
2. 72 
2.80 
2. 72 
2. 70 
2.84 
2.92 
2. 96 



2.85 
2. 92 
2.94 
2.80 
2. 87 
2.82 
2. 3o 
2.80 
2.70 
2. 70 
2.68 
2.78 
2.80 
2-53 
2. 70 
2.80 
2. 67 

2.82 
2.92 
3.04 



Resid- 
uals. 



f-g 



- 6 

— 10 

+ 4 



— 9 

— 4 



— 13. 
o 

■fii 



— 3 
+ 6 

- 6 

+ 2 
+ 13 
+ 3 

— 3 

- 7 

— 3 

- 6 
+ I 



+ 2 
-I- 6 
-t- 6 
-fl6 
-I-12 

— 2 

— 6 

— 14 

4-12 



+ 5 



-fll 
-l-io 



74 PRESERVATION OF NIAGARA FALLS. 

Table 66. — Tests of accuracy of Haskell Current meters L. S. 4A and L. S. iB in Detroit River — Continued. 



Number 
of ob- 
servation. 


Date. 


Time of 
day. 


Velocity (feet 


per second). 


Resid- 
uals. 


By meter 
4A. 


By meter 
iB. 


Mean by 
meters. 


By fluid 
transit. 


a 


b 


e 


d 


e 




% 


f-g 




1906. 


A. M. 












4S 


June 2 


10.52 


2. S3 


3 


01 


2 


92 


2 


8S 


-1- 7 


49 


...do 


10.5s 


2 


92 


2 


98 


2 


95 


2 


93 


+ 2 


5° 


...do 


11.00 


2 


88 


2 


90 


2 


89 


2 


88 


+ I 


SI 


...do 


11.03 


3 


01 


2 


92 


2 


96 


3 


01 


— S 


5' 


...do 


11.07 


2 


93 


3 


01 


2 


97 


2 


92 


+ s 


S3 


...do 


II. 10 


2 


98 


2 


98 


2 


98 


2 


85 


+13 


54 


...do 


II. 14 


2 


95 


2 


96 


2 


96 


2 


90 


+ 6 


$$ 


...do 


11. IS 


2 


90 


2 


98 


2 


94 


2 


96 


- 3 


S6 


...do 


11.20 


2 


97 


2 


98 


2 


98 


2 


96 


4- 2 


S7 


...do 


JI. 23 


2 


8S 


3 


03 


2 


96 


3 


II 


-IS 


ss 


...do 


II. 25 
P. M. 


2 


93 


3 


01 


2 


97 


2 


92 


+ s 


S9 


...do 


i=.57 


3 


00 


2 


99 


3 


00 


3 


01 


— I 


60 


...do 


12-59 


3 


01 


3 


07 


3 


04 


3 


03 


-i- I 


61 


...do 


1. 00 


2 


97 


2 


97 


2 


97 


2 


89 


-1- 8 


6- 


...do 


1-39 


2 


SS 


2 


91 


2 


90 


2 


8s 


+ S 


63 


...do 


I. 41 


2 


S8 


2 


94 


2 


91 


2 


93 


- 3 


64 


...do 


1.44 


2 


85 


2 


92 


2 


88 


2 


92 


- 4 


6$ 


...do 


1.4s 


2 


95 


2 


96 


2 


96 


2 


Ss 


-I-II 


66 


...do 


1-47 


2 


87 


2 


92 


2 


90 


2 


90 





67 


...do 


1.4S 


2 


8s 


2 


86 


2 


86 


2 


Ss 


-f I 


68 


...do 


1.50 


2 


95 


2 


94 


2 


94 


2 


99 


- S 


69 


...do 


1.52 


2 


91 


2 


91 


2 


91 


2 


86 


+ s 


70 


...do 


I-SS 


2 


SS 


2 


94 


2 


91 


2 


91 





71 


...do 


1-57 


2 


83 


2 


S9 


2 


88 


2 


92 


— 4 


72 


...do 


1-59 


2 


89 


2 


8? 


2 


.88 


2 


96 


- 8 


73 


...do 


2.00 


2 


89 


2 


94 


3 


92 


2 


91 


+ I 


74 


...do 


2.02 


2 


84 


2 


89 


2 


86 


2 


83 


+ 4 


7S 


...do 


2.0s 


2 


75 


2 


89 


2 


82 


2 


80 


+ 2 


76 


...do 


2.07 


2 


93 


2 


84 


2 


88 


3 


OS 


— 17 




817 




S75 




Rm 




Sfi- 


5-5 

















Stillwater base and current base 200 feet long. Current flows SW. 
June 1. — Weather fair. Wind 4 to 6 miles per hour from W. 
Jiuie 2. — Weather fair. Wind 10 to 12 miles per hour from NNW. 

The 76 observations of Table 66 show the results in detail. The veiocity of the current as shown 
by the color fluid is taken as the true velocity and is given in column g. The velocity of the current 
as shown by the meters is given in columns d and e and the mean velocities shown by the two meters 
in column f. The mean velocity shown by the fluid and by the mean of the two meters for the 76 
observations is practically identical — 2.862 and 2.859 feet per second. 

On June i, 44 observations showed a mean velocity of 2.818 feet per second by the fluid and 
2.S06 by the meters, the meters giving a lower velocity by nearly one-half of i per cent. On June 2, 
32 observations showed a mean velocity of 2.922 by fluid and by the meters 2.933, the meters giving 
a higher velocity by about one-third of i per cent. These small divergences are the expected errors 
of obsen'ations characteristic of hydraulic work. Indix^dual observations show larger divergences, 
coming from fluctuating velocities. 

The tests demonstrate conclusively the correctness of the indications of the Haskell meters. 

The 4A meter rated in these experiments was the meter most largely used in the measurements 
of the Niagara and St. Lawrence Rivers, and the iB meter was used in the latter river. Both of 
these meters were used in the measurements of the flow in the Niagara Falls Power Co.'s canal (see 
Chapter XII) and with velocities close to those of the tests of 1906. 

The correction for instrumental error is taken as zero. 



PRESERVATION OF NIAGARA FALLS. 75 

Chapter XVI. 

CONCLUSION. 

While this report has dealt with injurious effects on the Rapids and Falls of the Niagara River 
and with interferences with navigable ways in river and lake and has shown these up in their limiting, 
hurtful amounts, it seems proper to suggest certain remedial measures that may serve to harmonize 
the preservation inviolate of the scenic grandeur with the useful application of the splendid power 
of the Falls. Both of these things are eminently desirable and feasible. 

A volume of 210,000 cubic feet per second with a descent between the "dead line" and the 
Upper Gorge of 220 feet has a potential of over 5,000,000 horsepower. This is the power of 15,000,000 
strong draft horses, each limited to an eight-hour day. If it takes 10 able-bodied men to do the work 
of one of these draft horses, the work potential in this fall is that of 150,000,000 men, nearly twice 
our population of men, women, and children. 

The great companies at the Falls have created in good faith power plants to lessen the hardships 
of human labor, to aid transportation, to illuminate the night hours, and to add to the wealth of two 
nations. The power houses for the most part are architecturally excellent, harmonizing with the 
scenic surroundings, and the mechanical wonders wrought in solving the engineering problems of the 
utilization of this great head and volume of water rival as a spectacle the scenic grandeur of the Falls 
and add to the attractiveness of the region. 

It therefore appears proper to permit and foster such ultimate developments in addition to those 
already in force as are compatible with the perpetuation of the scenic grandeur appreciably undi- 
minished. 

The water, however, and the power that is in it should be regarded as a national resource, and its 
use should be under definite conditions and regulations. 

No water should be used wastefully. Users of water should return in mechanical or electrical 
power all the energy that can reasonably be derived from it. The wasteful use of this national 
resource is illustrated by the expenditure of 1,332 cubic feet of water per second by the hydraulic 
company (see Chapter XIII) to secure 7,991 horsepower, or 6 horsepower to the cubic foot. As 
the water has a potential of 25 horsepower, or 19 horsepower on the shaft, more than two-thirds of 
the power is wasted. The balance of the water of this company is used economically. 

The Niagara Falls Power Co. (see Chapter XII) expends over a third of its potential power in 
getting the water to and from its turbines. 

The use of the water by the Canadian companies in some cases shows corresponding waste. 
The supervision of the economical use of the water should extend to all details of canals, sluices, 
forebays, penstocks, tailbays, tailraces, and tunnels, and to all water wheels, generators, transformers, 
transmission lines, and motors. 

Supervision and regulation should extend to rates charged for power or light. The right to use 
a public resource implies the right of the people to an economic benefit. 

The maintenance of scenically harmonious premises and surroundings should be required. 
Provided there be no large increase in up-lake diversions, the possibilities of continued and 
extended use of power at the Falls are conditioned upon the construction of regulating works in the 
Niagara River to avoid the wasteful outflow of the water of Lake Erie. The injury to the scenic 
grandeur of the Falls, and the interference with the navigable waters of the Niagara River and Lake 
Erie, due to up-lake diversions, and the injury and interference coming from periods of drought 
would be largely obviated by impounding in the lakes a portion of the winter outflow. During the 
months of December to April, inclusive, enough water may be saved to hold the lakes to a proper 
and economical level to the betterment of navigation, and yield a surplusage to partially offset 
diversions at the Falls. This is a practicable engineering proposition, but as the power companies 
are beneficiaries they should pay a fair share of the cost of the work. 
7821°— S. Doc. 105, 62-1 8 



76 PRESERVATION OF NIAGARA FALLS. 

The lessened winter flow over the Upper Rapids and Falls would not scenically injure either, 
because ice and frost efl'ects are an added attractiveness that cover up unsightly shoals, or unwatered 
crest lines. 

A final consideration should be stated. The Falls are operative only as a scenic spectacle during 
the davlight hours. AVhen the night shuts in partial depletion would not be scenically injurious. 

Should permits issue for half the flow of the river from sunset to sunrise, or for 12 or 1 6 hours 
everv dav, a tremendous power would become available that would furnish its own light, and factories 
might work by night instead of by day. 

The temporar}- lowering of the river would immediately readjust itself when the sunrise shut- 
down came. The intert'erence \\-ith night na^•igation on the river would not be prohibitive in \-iew 
of the benefits to be conferred in cheap power and hght. The use of the night power at Niagara 
implies regulation of Lake Erie's outflow. 



Appendix i. 



DAILY WATER SURFACE ELEVATIONS OP LAKE ERIE AND THE NIAGARA RIVER FOR THE YEARS 1 899 
TO 1907, INCLUSIVE, SO FAR AS THE ELEVATIONS WERE OBSERVED. 

HYDRAULICS, NIAGARA RIVER. 

Table 3. — Daily mean water surface elevations at Buffalo, N. Y. 
[In feet above mean tide at New York.] 
[From self-registering gauge records. 1903 levels.] 



13 ■ 
14. 
15- 
16. 
17- 
18. 
19.- 



23 . 
24- 
25- 
26. 

27- 

28. 
29. 
30. 
31. 



Date. 



1899. 



January. 



Febru- 
ary. 



S7r.49 
571-48 
571-45 
571-77 
571-78 
571-47 
571-41 
571-43 
571-45 
571-48 
571-54 
571-25 
571-29 
571-28 
571-32 



' 571-42 
571-25 
571-34 
572- 24 
571-75 



March. 



571-46 
571-32 
571-40 
S7I- 19 
572.27 
571-53 
571-50 
571- 78 
571-70 
571-43 
571-73 
572-29 
571-87 
571- 14 
572. 26 

571- 79 
571-39 
571- SS 
572- II 

572- 45 
571-38 
571-68 
573-08 
572. 2S 
571-67 
572.06 
571-79 
572. 02 

573- SI 
372-04 
S72.0I 



571-86 



April. 



572-48 



571-97 
571-93 
571-83 
571- 73 
572- 18 
572.15 
571-96 
571-89 
572-07 
571-94 
572- IS 
572. 17 
572.18 
571-98 
571-95 
572-01 
571-98 



571-98 
571-89 
572-08 
S72-I2 
572. II 
572.02 
572.09 
572.08 
572.07 



May. 



572.10 
572.14 



571-84 
572- 19 
572. 20 
572. 15 
572- 18 
572. 22 
572. 14 
572.47 
572.28 
572. 46 
572.38 
S72. 28 
572. 22 
572. 04 
572. 53 
572-69 
572-55 
572-43 
572-33 
572-33 
572-30 
572-37 
572-38 
572- so 
572-46 
572- 55 
572- 78 
572. so 



572-34 



June. 



572.60 
572.53 
572-44 
572-52 
572-55 
S72- 66 
572-57 
572.80 
572.61 
572.41 
572.40 
572.52 
572.54 
572-62 
572- 70 
572- 74 
572.58 
572.55 
572. 49 
S72. 70 
572-49 
572.3s 
572.62 
572-48 
572.51 
572- 40 
572.46 
572. 14 
572-05 



July. 



572-34 
572- 43 



'572-48 
' 572.51 



' 572- 93 
S72-66 
572-51 
572-50 
572- 54 
572-34 
572-43 
572.42 
572. 64 
572.59 
572. 75 
572.47 
572.44 
S72.6I 
572. 12 
572. II 
572.15 
572.37 
£72-48 
572-54 
572-32 
572.58 
572- S3 
572-32 



572-47 



August. 



572. 29 
572.5s 
572.38 
572. 40 
572.26 
572- 18 



572.09 
572. 2S 
572. 21 
572.44 
572.15 
571- 75 



571-92 
572.05 
572.07 
372.07 
572.09 
572-32 
572- 29 
572- 05 
572. 03 
572.03 
571- 79 
571-86 
571-65 
571.84 
571-91 
571-96 



572.11 



Septem- 
ber. 



571-92 
571-88 
572. 12 
571- 63 
572- 19 
571-69 
571-87 
571-88 
571-80 
571- 74 
S72. 12 
572. 24 
571-97 
571- 78 
571-67 
571-72 
571-80 
571-85 
571-51 
571- 72 
572.11 
572. 03 
571- 42 
572. 03 
572. 02 
571-66 
572.30 
572-34 
571-83 
572-15 



October. 



571.61 
571-24 
571-43 
571-52 
571-41 
571-42 
571-09 
571.26 
571- 64 
571- 54 
571- 56 
571-47 
571-46 
571-52 
571-28 
571-49 
571-66 
571- 72 
571-53 
571-35 
571- 26 
571-54 
571-66 
571- 64 
571- 56 
571-61 
571-38 
571.60 
571- 8s 
571-47 
571- 10 



571-48 



Novem- 
ber. 



571-34 

570- 75 
571-17 
572- 70 
571-81 
571-67 
571- 61 
571-54 
571-90 
571-62 
571-21 

571- 50 
571-50 
571-37 
571-92 
571- 28 
571-51 
571- 74 
571.81 
571-48 
571-52 
571-48 

570- 84 
571-41 
571-45 

571- 54 
571-56 
571-88 
571- 76 
571-63 



Decem- 
ber. 



572-09 
572-29 
571-40 
571- 59 
573- 00 
572. 17 
572. 19 
571. 65 
571-07 

571- S3 
571-42 
573-09 
572. 29 
570.88 
571-98 
571-41 
571-75 
571-48 
571-98 

572- 13 
572. 02 
571- 71 
571- 4S 
572-48 
572. 63 
S72.31 
572.19 
572.27 
S7I-79 
571-89 
572-52 



571-96 



1 Partial days. 



77 



78 



PRESERVATION OF NIAGARA FALLS. 

Table 4. — Daily mean water surface elevations at Austin Street 

[In feet above mean tide at New York.l 
[From self-registering gauge records. 1903 levels.J 



13- 

14- 
IS. 
j6. 
17. 
18. 
19. 



as- 
34. 

36. 
37 ■ 
38. 
39. 

30. 
31- 



January. 



Febru- 
ary. 



1899. 



Mean. 



March. 



S66. S3 
S66. 24 
566. =6 

566. 21 

567. 06 
566. 62 
566. 47 
S66.9t 
566.60 
S66.36 
S66. 54 
S66. 93 
566. 82 
S66. iS 

566. 75 
566.80 
S66. 30 
S66.37 
566.83 

567. S4 
566. 50 
S66.58 
567.69 
S67. 42 
566. 73 
S66. 90 
566. 66 
S66. 76 
568.21 
567. 19 
566.87 



566. 77 



April. 



S67. 
567. 
S66. 
566. 
566. 
566. 
566. 
567. 
567. 
566. 
S66. 
S66. 
566. 
567. 
367. 
566. 
S66. 
S66. 
566. 
S66. 
566. 
566. 
566. 
566. 
566. 
S66. 
566. 
S66. 
566. 
566. 



566.80 



May. 



566. 87 
566. 82 
566. 60 
566. 63 
566. 95 
566.98 
566. 94 
566.96 
567.00 

566. 95 
367.20 
567.06 

567. 19 
567. 14 
567.07 
566. 99 

566. 86 
367. 24 
567.36 

567. 27 
567. 18 
567. 10 
567.06 
567. 04 
567.07 
367. 10 
567.21 
367. 18 
567. 24 
367-44 
567. 22 



567.06 



June. 



567.34 
367-30 
567. 21 

367- 3S 
567. 28 
367.38 
567.34 
367. 49 
367.33 
367- 19 
367. 19 
567. 24 
367. 37 

367. 33 
367. 42 
■567. 47 
567.32 
567. 30 
567.27 
367.43 
567. 38 
367- IS 
567-36 
567. 27 
567.30 
367. 3r 
567. 26 
567. 06 
566. 85 
567. 21 



367. 28 



July. 



367 

S67' 
367 
367. 
367' 
367' 
367. 
567. 
367' 
367. 
367 
367 
567. 
367 
567. 
367. 
367 
367 
567 
567. 
567 
S67 
567 
367 
567. 
367 
567. 
367 
367 
367. 
367 



August. 



567- 29 
567-48 
367-34 
367.38 
367- 29 
567- 25 

367- 18 
567. 19 

367- IS 
367- 24 
567. 24 
367- 41 

567- 3S 

566. 81 

366. 73 
367.01 
567.09 
567. 12 
567. 16 
367. 16 
567.32 
367- 33 
567.11 
567.08 
567.08 
' 566. 91 



' 566. 81 
366. 96 

' 366.97 
367.05 



567.34 367.14 



Septem- 
ber. 



367. 03 
566. 97 
367. 19 
S66. 76 
367. IS 
566. 84 
366.89 
566. 97 
366. 86 
566. 84 
367.09 
367. 26 
567.06 
566. 86 
566. 78 

566. 78 
566. 86 
566.89 
566. 66 

566. 79 
367. 07 
367.08 
566. 54 
566. 95 
367. 06 
566. 72 
367. =3 
367. 23 
566. 94 
567. 16 



366. 93 



October. 



366. 73 
566. 41 
566. so 
566. 62 
566. 31 
566.52 
566. 30 
566.31 
566. 67 
366. 59 
566. 61 
366. 34 
566. 54 
366. 38 
366. 41 
366. 33 
366. 67 
566. 71 
566.62 
566. 42 
366.33 
366. 55 
366. 67 
366.65 
566. 39 
366.63 
566. 47 
366.63 
566.87 
366.57 
566. 23 



S66. 53 



Novem- 
ber. 



366.41 
365.96 
566. 12 
367.46 
566. 87 
566. 6s 
366. 62 
566. 54 
566. 80 
S66. 67 
366.31 
566. 52 
566. 48 
566.38 
566. 80 

366. 33 
566. 46 
566. 68 
566. 76 
566. 50 
566. 48 
566. 48 
365. 92 

566. 34 
566. 41 
566. 46 
566. so 
566. 72 
566.63 
566.61 



366. 57 



Decem- 
ber. 



366. 82 
367. IS 
366.36 
566.51 
567.33 
567.09 
566.82 
566. 66 
566. 06 
366.37 
566.31 
367. 6s 
367. 14 
566. 02 
S66. 78 
566.38 

366. s- 
566.41 
566. ss 
567- 03 

566. 93 
566.51 
366.37 
367- 14 

367. 43 
S67. 13 
566. 99 
567.01 
566. 68 
566. 70 
567.33 



566. So 



' Partial days. 



13. 
14. 
15. 
l6. 
17. 
18. 



23. 
24- 
=5. 
26. 
27. 
38. 
ag. 
30. 
31. 



Mean. 



PRESERVATION OF NIAGARA FALLS. 

Table 5. — Daily mean -water surface elevations at Buffalo, N. Y. 

[In feet above mean tide at New York.] 

[From self-registering gauge records. 1903 levels.] 



79 



January. 



' S72. 18 
573- 34 
571. 66 
571. S8 
571. 70 
571. 28 
S7I. 74 
571.26 
571. 23 
571.44 
570. 81 

' 571. 53 



'571-41 
572.03 
571.38 
571.35 
571.42 
571. 62 
571- 70 
571- 71 

571- 24 
S7I.8S 

572- 55 

571. 86 

572. 43 
572. 20 
572. 22 
572. 13 



571. 76 



Febru- 
ary. 



572.07 
571.69 
571. 35 
571- 09 
571.44 
571. 40 
571. 21 

571. 28 

572. 19 
571.36 
571. 40 
571.34 
572.34 
571.81 
571.85 
571. 61 
571.60 
571. 6s 

571. 58 
571.40 
571.15 
571-67 
571.90 

572. 42 
572. 63 
571-68 
571-54 

'571.15 



571- 64 



March. 



' 572. 03 



' 571. 79 
571.57 
571- 13 
572.32 
572.00 
571. 69 
571. 75 
571. S3 
571. 48 
571. 72 
571. 90 
571.82 
571.42 

571. 88 

572. 53 
571. 76 

571. 84 

572. 24 
571. 93 
571. 85 
571. 84 
571. 77 
571. 27 

571. 75 
572.09 
571.95 
571- 74 
571- 64 

572. 00 



571. 82 



April. 



572. 
571 

572. 
572. 
572. 
572. 
572. 
572. 
572. 
572. 
571 
572. 
572. 
572. 
572. 
571 
571. 
572. 
572. 
572. 
572. 
572. 
572. 
572. 
572. 
572. 
572 
572. 
572. 
572. 



May. 



572. 30 
572. 28 
572. 38 
572.43 
572.33 
572. 26 
572. 06 
572.38 
572.39 
572.44 
572-35 
572. 29 
572.47 
572.46 
572.49 
572. 02 
572.33 
572. 25 
572. 23 
572.42 
572. 48 
572.45 
572.32 
572. 28 
572. 26 
572. 27 
572. 28 
572.25 
572. 17 
572.37 
572. 46 



572.33 



June. 



572.30 
572. 77 
572. 55 
572.39 
572.40 
572.37 
572. so 
572. 54 
572.47 
572.38 
572. 54 
572. 2S 
572.37 
572. ss 
572.35 
572.32 
572. 13 
572.33 
572. 27 
572.34 
572-37 
572. 18 
572. 08 
572. 27 
572.37 
572.37 
572.62 
572. 57 
572. 7r 
572.6s 



July. 



572. 40 
S72. 14 
572.57 
572.34 
572.35 
572.57 
572. 57 
573. 13 
572. 67 
572.43 
572. 63 
572. 67 
572. s8 
572.36 
572.36 
572. 41 
572. 57 
572. 33 
572. 24 
572.37 
572.55 
572. 23 
572. 26 
572.21 
572.27 
572.31 
572. 27 
572. 27 
572.39 
572. 40 
572.62 



572.44 



August. 



• 
572. 27 
572. 48 
572.21 
572.25 
572. 28 
572.36 
572. 47 
572.57 
572. 43 
572.54 
572.57 
572.03 
572.44 
572. 25 
572. 29 
572.45 
572. 27 
572. 29 
572. 04 
572.31 
572. 24 
572. 12 
572. 16 
S72. 38 
572.37 
572. 26 
572.36 
572. 29 
572.21 
572.22 
572. 19 



572.31 



Septem- 
ber. 



572. J4 
572.25 
572.45 
572. 24 
572. 23 
572.55 

571. 73 
571.97 
572.00 
571-95 
572.26 
573- 38 

572. 18 
571.88 
571-72 
572- 84 
572.37 
571-80 
571- 71 
572-26 
572-25 
571-99 
571-82 
571- 74 
571-79 
571-84 
571- 8: 
571- SO 
571-86 
571-69 



572-08 



October. 



571. 52 

571.69 

571. 75 
571. 75 
571. 83 
571. 75 
571.97 
571. 79 
571.66 
571. 72 
S7I. 78 
571. 68 
571. 48 
571.72 
571.82 
571.85 
571.82 
572- 20 
571-31 
571-49 
571-68 
571-48 
571- 76 
571- 72 
571-49 
571- 79 
571. 58 
571. 52 
571- 63 
571- 23 
571.60 



571- 68 



Novem- 
ber. 



572.42 
571-83 
571-61 
571-94 
572- 19 
571- 72 
571-61 
571-88 
572-07 
572.00 

571. 70 
572.00 

572. 13 
572.54 
572.38 
571. 68 
571. 6s 
571. 79 
571. 54 
571.48 

573. 79 
571. 70 
571.95 
571.68 
570. 29 

570. 66 

571. 54 

571. 71 
571.92 

572. 02 



571. 8s 



Decem- 
ber. 



571.81 
571. 70 
S7I. 66 

571. 70 
572. 42 
572. 01 
57r. 46 

572. II 



' 571.34 
571.26 
571- 33 
571-40 
571. 79 
571. 92 
571. 71 
571-38 
571. 53 

571. 56 

572. 57 
572. 28 
572. 04 
571.65 
571.62 
572.63 
571- 73 
571- 73 



571- 79 



' Partial days. 



8o 



PRESERVATION OF NIAGARA FALI.S. 



Table 6. — Daily mean water surface elevations at Austin Street. 

[In feet above mean tide at New York.] 
[From self-registering gauge records. 1903 levels.] 



January. 



1900. 

I 

2 

3 

4 

5 

6 

7 

S 

9 

10 

II 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

Mean . 



567. 10 
568. 35 
567. 20 
567-32 
567-31 

566. 79 

567. 04 
S66. 9s 
566. 90 

565- 83 
566. 34 
567- OS 

566. ^s 

566. 88 

566- 75 
S66. 89 

566- 61 
S66. 8s 
566. 76 

566. 79 

567. 06 
566. 90 
566. 9S 
S66. s6 
S66. 8s 

567- 6s 
567.00 
567- 24 
567- 51 
567- 28 
567- 6s 

567- 04 



Febru- 
ary. 



567. 
567 
S67 
567 
567- 
567- 
S66. 
566. 
S67. 
566. 
S66. 
566. 
567 
567. 
567. 
567. 
567. 
567, 
567. 
S67. 
S66. 
566. 
S67 
567. 
568. 
367- 
S66. 
566. 



567- 15 



March. 



566. 67 
567- 49 
567- 45 

567- 14 

566. 66 
567- 29 

567. 49 
567. 07 
567.01 
S67. 00 

566. 87 

567. 16 
567. OS 
567. 06 

566. 76 

567. 08 
567- 74 
566. 99 

566. 90 
567- 34 
S67- 18 

567. iS 

566- 8s 
S66. 81 
S66. 49 
566. 83 

567- 03 
566. 99 
566. 73 
566. s8 
566. 95 

567-03 



April. 



566. 99 
S66. 90 
367. 00 
367.02 
567- 09 
567-01 
566. 97 
567-03 
567- 04 
567-00 
566- SI 
566- 92 

566- 9S 

567- 20 

566- 96 
566. 72 
566. 70 
566. 94 
367. 28 
S66. 94 

566. 69 

366. 90 

567. 06 
566. 91 
S66. 88 

566. 99 

567. 04 
567. 02 

367. 06 

567- 17 



566.96 



May. 



567- 
567 
567. 
567. 
567. 
367. 
S66, 
567. 
567. 
567- 
567 
S67 
367 
567- 
567. 
566. 
567. 
567. 
567. 
557' 
567 
567. 
567 
567 
567. 
567- 
567- 
567- 
566. 
567- 
567. 



567- 17 



June. 



567.06 
567. 40 
567. 26 
567- 13 
567- II 
567- 08 
567- 18 
567- 23 
567- 23 
567- 16 
567- 28 
567. 06 
567. II 
567.30 
567. 14 
567. 12 
567- 13 

566- 99 

567- II 
567- IS 
567. 17 
567. 06 
566. 94 

566. 93 

567. 21 
567. 20 
367. 40 
367- 40 
S67- 53 
567- 50 



567- 19 



July. 



August. 



Septem- 
ber. 



October. 



Novem- 
ber. 



Decem- 
ber. 



PRESERVATION OF NIAGARA FALIvS. 



Table 7- — Daily mean water surface elevations at Buffalo, N, Y. 

[In feet above mean tide at New York.] 
[From self-registering gauge records. 1903 levels.] 



Date. 



January. 



Febru- 
ary. 



1903. 

z 

2 

3 

4 

5 

6 

7 

8 

9 

10 

IZ 

13 

13 

14 

IS 

16 

17 

18 

19 

ao 

ai 

32 

33 

34 

35 

36 

37 

28 

39 

30 

31 

Mean. 



572- 03 
S7I-50 
572.34 
S7I-94 
571-94 
572. II 
572.24 

572. 23 

573. 01 
572. 70 
572- 18 
574-44 
572- 74 
572-03 
572-69 
571-81 
572-09 
571-96 
571-48 
571- 49 
571-61 
571- 65 
571-57 
570- 91 
571-52 
S7I-4I 
S7I-4S 
571-47 
571-45 
573-32 
571-95 



'570.59 
' 571-63 



1 571.86 
571-35 
572-25 
572- 07 
571-69 
571-88 
571-76 
571-76 
571-49 
571-31 
571-60 
572. 16 
572.38 
571-81 
571- 70 
571-83 
571- 78 
571-75 
571-62 
571-64 
571-57 
571-46 
572.02 



March. 



572-03 
S71.82 

571- 73 
571-72 
571-74 
571-65 
571.81 
571. 79 
571-71 
571-83 

572- 15 
572- 16 
572-13 
572- 15 
571-88 



' 572-19 
572- 34 
573-35 
572-57 
572-18 
572-11 
573-09 
572- 92 
572.48 
572-48 
572-32 
571-87 
573- 33 
573-49 



April. 



572-22 
572-44 
572-34 
572-85 
572-44 
572-58 
572-84 
572- 70 
572.92 
572. 77 
572.30 
572.40 
572. 24 
572.52 
572.60 
573-04 
573- 13 
573-28 
573- OS 
573- 10 
573- 13 
573-09 
573-22 
573- 10 
572- 79 
573-98 
573-08 
573-08 
573-09 
573-60 



May. 



S73.0I 571-70 572-13 572-84 572.88 572.96 



573-21 
572-91 
573-55 
572-98 
572-92 
573-01 
573-04 
572.85 
572-87 
572.92 
572-90 
572-89 
572-94 
572.90 
572.91 
572.86 
572.87 
572-92 
572-92 
573-00 
572-95 
572.92 
572.56 
572.52 
572.58 
572. 82 
573.00 
573. 18 
572.62 
572.38 
572-37 



June. 



572-49 
572-71 
572-87 
572-75 
572.69 
572.82 
572.85 
572.95 
572.96 
572-97 
572-86 
572-94 
573-29 
572-91 
573- 10 
573- OS 
573-09 
573- 18 
572-96 
572-86 
573-03 
572-86 
573-32 
573- 22 
573- IS 
572-99 
572-87 
572-85 
572. 92 
573.08 



July. 



573- 14 
573. II 
572.89 

572. 76 
573.01 
572.97 
572.90 
572.98 
572.96 
573.09 
572.92 
573.02 
572.93 
573- 13 
573.09 
573.00 
572.80 
572.61 
572.97 
573.06 
573.94 
573.37 
573.07 
572.96 
573.08 
573.06 
572.75 
572.80 
573. 12 

573. 36 
573-87 



572.99 



August. 



572.63 
572.51 
573.71 
572. 84 
572.81 
573.12 
572.86 
572.83 
572.97 
572. 54 
573.10 
572.80 
572.55 
572.54 
572.36 
572-46 
572.52 
572.57 
572. 54 
572.60 
572. 70 
573.07 
572-55 
572-37 
572-78 
572.42 
572- 19 
571-90 
572-39 
572-71 
572-77 



572.63 



Septem- 
ber. 



572. 78 

573. 73 
572. 70 
572. 73 
572.49 
572.56 
572.20 
572.40 
572.58 
572.79 
572.50 
572.51 
572.67 
572.55 
572. 56 
572-57 
573- 00 
572.87 
572-53 
572-50 
572-56 
572-42 
572-63 
572.51 
572-44 
572-50 
572-99 
572- SI 
572-22 
572-21 



October. 



'572-64 



' 572.07 
' 572.27 



572. 26 
571.83 
571.80 
572. 19 
572.34 
S72. 26 
572.23 
572. 79 
572.8s 
572.71 
572.90 
572.61 
572.0s 
572.53 
572.16 
572. 14 
572. 66 



' 373- 23 
572.21 
572.46 
572.00 
572.02 



572.37 



Novem- 
ber. 



571.90 
571.93 
572.02 
571-96 
571-87 
571-73 
571-91 
572-21 
572-02 
572.45 
572-12 
572-43 
572.48 
572. 40 
571.70 
571.60 
572-43 
572-87 
572.64 
571.71 
571.70 
571.96 
572.87 
572- 13 
571-72 
'S7I-4S 
' 571- 75 
571-67 
571-57 
571-68 



Decem- 
ber. 



571-69 
571-53 
571-55 
572-05 
572-24 
572- 58 
572-36 
371-43 
571- 46 
571-73 
573-08 
571- 79 
573-27 
572.73 
572.33 
572.27 
572.06 
571.39 
571.38 
571-94 
572.30 
571.85 
572.42 
571.83 
571-67 
571-78 
573-03 
571-61 
571-45 
571-92 
571-80 



572. 02 



I Partial days. 



82 



PRESERVATION OF NIAGARA FALI^S. 



Table 8. — Daily mean water surface elevations at Bird Island Pier. 

[In feet above mean tide at New York.] 
[From self-registering gauge records. 1903 levels.] 



13. 
14. 
15- 
16. 
17- 
18. 
19. 



23- 
24- 

25. 
a6. 
27. 

28. 

29. 

30. 
31. 



Date. 



January. 



Febru- 
ary. 



Mean. 



March. April. 



May. 



June. 



July. 



'572-48 
572.41 
572. 20 
572. 01 
573.27 
572.33 
572- 23 
572.48 
572-33 
572- 24 
572-33 
572-31 
572.09 
572- 14 

' 572.28 
572- 46 
572- 17 



572- 



August. 



572 
571 
572 
572 
572 
572 
572. 

'572. 

'571 
572. 
572. 
571 
571 
571 
571 
572. 
S72. 
571' 
572. 
S7Z' 
572' 
571- 

' 571 

'571- 
571' 
571- 
571 

'S7i 



Septem- 
ber. 



' 572. 
571 
571 
571 
571- 
57: 
571- 
572 
571. 
571 
571 
571 

'571 
571 
572. 
572. 
571. 
571. 
S7I 
571 
572 
571 
571 
571 
572 
571' 
571 
571 



October. 



571-92 

571-53 

571-62 

'571-89 



571-54 
571- 79 
572.14 
571-72 
571-35 
571-33 
571-62 
571-74 
571-68 
' 571-60 



' 572. 22 



■571-68 
571-53 
571-93 
571-64 
571-60 
571-98 
571-76 
572-02 
571-65 
571-92 
571-51 
571-54 



571-76 



Novem- 
ber. 



571-44 
571-44 
571-52 
571-47 
' 571-47 



571-50 
571-67 
571-52 
571-92 
571-57 
572-05 
572- 14 
572-05 



' 571-24 
571-47 



571-57 
571-05 
570- 93 
571-11 
570- 99 
' 570- 90 



571-60 



Decem- 
ber. 



' Partial days. 



PRESERVATION OP NIAGARA FALLS. 



83 



Table 9. — Daily mean water surface elevations at Buffalo City waterworks. 

[In feet above mean tide at New York.] 

[From self-registering gauge records. 1903 levels.) 



Date. 


January. 


Febru- 
ary- 


March. 


April. 


May. 


Jime. 


July. 


August. 


Septem- 
ber. 


h 

October. 


Novem- 
ber. 


Decem- 
ber. 


1903. 
















569. 66 

569. 49 

569. 67 

'569.83 

' 569. 70 

570.06 

569. 84 

' 570. OS 

1 569.88 


569.69 
569. 67 
569. 65 
569. 68 
569.45 
569. SI 
569. 18 
569.27 
S69. 51 
569. 72 
569.48 
569.44 
569.56 
569. 49 
569.48 
569. 51 
569. 94 
569. 78 
569. 50 
569. 45 
569.50 
569.38 
569. 57 
569. 46 
569.41 
569.42 
1 569. 96 
569. 53 
569.16 
569.07 


569.4s 
568.97 
569. 06 
569.36 
569.28 
568.89 
569.21 
569. 72 
569. 17 
568. 74 
568. 71 
569.08 
569.20 
569. 16 
569.14 
569.66 
569. 79 
569. 67 
569.79 

569. 49 
568.97 
569. 40 
569. 15 
569. 03 
569.51 
569. 26 
569. 54 
569.19 
569.38 
568. 92 
568. 98 


'568.87 
' 568. 82 

568. 90 

' 568. 72 

568. 66 
1 568. 90 

569. II 
568.91 
569.39 

568. 99 
' 569.34 

569.35 

569. 28 
568. 66 
568. 48 
569. 29 
569. 74 
569.54 
568. 64 
568. 58 

568. 82 

569. 67 

569. II 
568.63 
S68. 57 


' 568. 56 
568. 41 
568.44 
568. 86 
569. 01 
569. 41 
569. 26 
568.33 
568. 29 
568. 59 
569.89 


































































6 
































8 






























































































































15 














1 570. 07 
570. 00 
569. 92 
569.73 
569.88 
569.98 
569.82 
570. 14 
569. 96 

569. 8s 
569.9s 
570.09 
569.97 
569.87 
570.02 

570. 29 
569.94 






16 


















17 














' 569. 50 
569.51 
569. 52 
569.55 
569.61 
569. 97 
569. SI 
569.35 
569. 71 
569.42 
569.25 

' 56S. 87 
569. 33 
569. 59 
569.71 




18 
































































































































26 
















27 
















28 












" 




















30 


















































Mean 














569.97 


569.61 


569. 51 


569. 25 


569.00 


568. 82 

















> Partial days. 



84 



PRESERVATION OF NIAGARA FALLS. 



Table io. — Daily mean water surface elevations at Austin Street. 

[In feet above mean tide at New York.] 
[From self-registering gauge records. 1903 levels.] 



Date. 


January. 


Febru- 
ary. 


March, 


April. 


May. 


June. 


July. 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


Decem- 
ber. 


1903. 
















567.52 
S67. 39 
567. 53 
567. 74 
567. 64 
567.94 
567.75 
567.71 
567. 82 
567. 49 
567.92 
567.66 
567.47 
' 567.43 


567. 64 
567.62 
567.60 
567. 63 
567.43 
567.47 
567.35 
567.31 
567.46 
567. 66 
' 567. SO 
' 567.35 


567. 40 
567.05 
567. 10 
567.35 
567.24 
566. 96 
567.21 
567.67 
567.27 
1 566. 89 


566.91 
566. 89 
566. 98 
566. 93 
566. 90 
566. 73 

566. 89 
567. 10 
566. 97 
567.37 

566. 90 
567.44 
567.29 

' 567. so 
S66. 80 

566. 54 
' 567. 20 

567.67 
567.52 
566. 77 
566. 66 
566. 90 

567. S3 
567.2s 
566. 72 
566. 60 
566. 76 

'566.64 
566.57 
566. 61 


566. 72 






































* 
















566. 88 
























































8 
















566. 48 


' 


































566.69 
























































' 567. 20 
























" 














'567.85 
567- 74 
567- sS 

' 567- 23 
567. 71 
567. 79 
567. 72 
567.95 
S67.83 
567. 73 
567.80 
567.81 
567. 60 
567.61 
567.83 
568.06 
567.68 


1567.42 
567. 45 
567.86 
567. 70 
567.44 
567.42 
567. 46 
567.36 
567. 55 
567.42 
567.38 
567. 40 
567. 90 
567. 59 
567.19 
567.18 


'567.17 




































' 567-47 

567- 49 

567. 48 

567.51 

567. 59 

567.89 

567. SO 

' 567.37 

567. 64 

567.39 

' 567. 29 

1 566.93 

' 567. 52 

567.60 

567. 66 


'567.83 
567.54 
567. 73 
567. 50 
567.11 
567.40 
' 567.33 
' 567.11 
567.48 
567.28 
567.47 
567.25 
567.36 
567.01 
567.01 




18 


























































































~ 






^ 
































































28 
















^ 
















































^ 


































567. 74 


567.55 


567.49 


567. 29 


566.98 


566.86 



















^ Partial days. 



PRESERVATION OF NIAGARA FALI^. 

Table II. — Daily mean water surface elevations at Strawberry Island. 

[In feet above mean tide at New York.] 
[From self-registering gauge records. 1903 levels.] 



85 



Date. 


January. 


Febru- 
ary. 


March. 


April. 


May. 


June. 


July. 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


Decem- 
ber. 


1903. 
















567. 06 
566. 93 
567.04 
567.31 
567. 18 
567-49 
567- 28 
567- 25 
567-35 
567- 04 


567. 17 
567- 15 
567- 13 
567- 16 
566.96 
567.00 
566.80 
S66. 80 

566. 98 
567. 19 

566. 99 
566. 93 
567.06 
566. 97 
566. 97 
566. 99 
567-38 
567- 24 
566. 99 
566. 96 

'566.91 


566. 93 
S66. s8 
566. 61 
566. 90 
566. 82 
566. so 
566. 73 
567- 19 
566. 80 
566.41 
566.36 
S66. 63 
566. 74 

566. 73 
566. 68 

567. r4 
567- 19 
567. 16 
567. 26 
567.02 
566. 57 

'566.46 


566.44 
566. 43 
566. so 
566. 46 

566. 43 

' 566. 29 

' 566. 46 

566. 6s 

566.51 

566. 84 

566. 49 

' 566. 94 

566.87 

566. 81 

566.38 

566. 02 

366. 81 

' 567-26 

' 567-06 

'566-37 

' s66- 77 

'566.32 


' 566. 18 
566- 01 
566. 02 
566.36 
566. 69 
































































6 
































566.84 
565. 96 
565.90 
566 I- 


8 
















































11 
















'566.94 


















' 567- 20 

567- or 

' 567- or 


13 


















14 
































' 567-37 
567- 28 
567- 20 
566. 94 

'567-36 
567. 26 
567-47 
567-37 
567- 25 
567-35 
567-34 
567. 16 
567. 14 
567-37 
567.60 
567. 22 




r6 


















17 














'566.93 




18 
















19 


































































'567-33 

567- 04 

567- 03 

'567-43 

1 566. 90 

' 566. 79 

'566.50 

566. 86 

567. 14 

567-20 




































' 567- 05 


' 566. 62 
567- 03 
566. 84 
566. 99 
566. 78 
566. 89 
566. 52 
566. 54 
























26 














'566- 98 






27 


















28 




















29 














'566-69 
566.69 






30 


















31 




















































567.29 


567- 10 


567.00 


566. 79 


566.60 


566.36 

















^Partial days. 



86 



PRESERVATION OF NIAGARA FALL3. 



Table 12. — Daily mean water surface elevations at Tonawanda. 

[In feet above mean tide at New York.] 
[From self-registering gauge records. 1903 levels.] 



Date. 


January. 


Febru- 
ary. 


March. 


April. 


May. 


June. 


July. 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


Decem- 
ber. 


1903. 
















566. IS 

S66. 01 

566. II 

'566.33 

566. 24 

' 566. SI 

'566.34 

S66.32 

566.42 

' 566. 18 

' 566. 54 

566.31 

566. 10 

' 566. 06 

565. 94 
' 565. S3 
' 566. 09 

566. 10 
566.09 
S66. 14 
566.30 

'566.59 


566. 22 
566. 22 
566. 20 
566. 21 
566. II 

1 S66. 14 

'565.89 

365. 88 
566. 02 
566. 27 
566. OS 
566. 01 
566. IS 
566.06 
566. 05 
566.06 
'566.37 
566.3s 
566. 08 
566.04 
566. 04 
566.00 
566. i6 
566. 07 
566. 03 
566. 04 
' 566. 22 
' 566. 13 
' 565. 83 
565.80 


566. 03 

365. 70 

565.72 

' 566. 04 

'565-89 

565. 61 

565. 83 

566. 29 

'565.83 

565. 53 

565.42 

565. 73 

565. 84 

565. 84 

' 565. 74 

' 566. 26 

'566.46 

566.24 

566. 38 

'566.33 

'565.67 

565.94 

' 565. 91 

565.66 

566. 03 

' 565. 95 

' 566. 14 

565.92 

566.00 

565. 67 

565. 67 


363. 59 
565. 57 
565. 64 
565.60 
565- 53 
565.38 
565. 56 
565. 77 
565. 6s 
1 566 20 
'565.58 


565.41 


















363. 24 


















565. 24 


















565- 53 


















1 566. II 


















' 566. 20 


















'566.07 


















' 565. 15 






















































' 365- 78 




































366. 01 
' 565- 93 
'565.36 

565. 24 
565.87 
366.34 

566. 20 
565.46 
565.38 
565. 59 
566. 12 

' 566. 44 
'565.38 
565.31 
565.49 
565. 36 
365. 28 
565.30 


















'566.45 
566.42 
566.3s 

' 566. 36 

"566.06 
566.31 
566. 38 
566.33 
366.48 
566.41 
566.31 
566. 40 
566.38 
566.20 
366.20 
366. 40 

' 566. s8 
566. 27 




















































































































































'^ 














' 565.93 
S66. 24 
565. 99 
363.82 
565. 54 
565. 93 
366. 19 
S66. 26 




















s6 


































































































































566.3s 


S66. 15 


566.09 


563.91 


363.66 


565. 59 



















1 Partial days. 



PRESERVATION OF NIAGARA FALLS. 

Table 13. — Daily mean water surface elevations at Cayuga Island. 

[In feet above mean tide at New York.l 

[From self- registering gauge records. 1903 levels.] 



87 



Date. 


January- 


Febru- 
ary- 


March. 


April- 


May. 


June. 


July. 


August. 


Septem- 
ber- 


October. 


Novem- 
ber. 


Decem- 
ber. 


1903. 
















564.39 
564.29 
564.35 
564.56 
564.48 
564.75 
'564.60 


564-48 
564-49 
564-47 
564-48 
564-32 
564-37 
564-22 
564- 18 
564-35 
564-54 
564- 35 
564-31 
564.45 
564.35 
564.34 

' 564. 36 
564.70 
564.56 
564-39 

'564-36 


564.32 
564.13 
564.08 
564.32 

' 564- 22 

1 564. 08 
564.17 
564-57 
564-18 

' 563- 90 
563- 78 

' 564- 01 


■ 564. 10 

564.09 

564.04 

' 564.00 

' 564. 02 

' 563. 76 

563. 90 

564. II 

564.05 

564-35 

'563-98 

564-53 

564-29 

564-28 

' 564- 27 


563.80 
563- 65 
563- 61 
563- 86 
564. 14 
564.31 
564. 29 
' 563- 53 
563- 5t 

563- 78 

564- 56. 
' 564. 23 


















































5 
















6 
















7 
















g 
















9 


















10 , 


































1 564. 80 

564.55 

'564-38 


















13 
















14 














1 564. 66 

564-59 

564.56 

' 564. 47 

' 564- 24 

' 564- 47 

' 564- 64 

564.58 

564.68 

'564.62 


' 564- 13 




15 


















16 
















' 564- 61 




17 
















564.18 
564. 61 
564.48 

' 563. 86 
563- 75 

' 563. 96 

' 564- 67 
564.29 

' 563. 75 
563- 70 

'563-87 




18 














' 564. 35 
564.38 
564-44 

'564-60 

' 564- 69 
564.42 
564.25 
564-50 
564-30 
564-14 

'563-87 
564.22 
564-45 
564-52 




















' 564. 79 




20 






























' 564- 41 


















' 564. 28 
564.45 
564-32 
564-32 
564.35 
564.73 
564.55 
564- 14 
564- 12 




23 















' 564- 14 
' 564- 13 
564-40 
564-18 
564-33 
564-26 
564.31 
564.05 
564.04 




24 
















25 














■564.66 
564.60 
564.42 
564.45 
564.63 
564.80 
564. so 




26 
















27 

















28 


































30 














'563-72 


31 














































564.56 




564.22 



























' Partial days. 



88 



PRESERVATION OF NIAGARA FALLS. 

Table 14. — Daily mean water surface elevations at Grass Island. 

[In feet above mean tide at New York.] 
[From self-registering gauge records, 1903 levels.) 



Date. 


January. 


Febru- 
ary, 


March. 


April. 


May. 


June. 


July, 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


Decem- 
ber. 


1903. 
















562. 20 
562. 14 
562. 17 
562.54 

562. 26 
562.47 
562.33 
562. 34 
562. 45 
362. 22 
562.47 
562.33 
563. 19 

563. IS 

562. 10 

562. 14 

562. 17 

362. 18 

1 362. 20 

' 562. 23 

362. 26 

362. 49 

562.30 

562. 14 
562.33 

563. IS 
563.03 
361. Si 
562. 10 
362.32 
562.3s 


563.31 
562.33 
563. 30 
563.33 
363. 18 
563. 36 
562. IS 

562.08 
562.21 
562.36 

562. 20 
363. 17 
362.33 
362. 31 

563. 19 
563. 22 

562. 43 
562. 38 
362. 26 
562.37 
1 362. 24 
' 562. IS 
562.31 
562. 19 
362. 19 
362. 23 
562. 34 

562. 38 

563. 04 
362. 03 


562. 19 
561.97 
561. 98 
562. 23 
'562.17 


561. 94 
561.90 
561.94 
561. 93 

361. 82 
561. 69 

561. 84 

562, 10 

561. 99 

562. 23 
561. 96 

'563-42 
1 561. 82 

362. 13 
361. 96 

561. 62 

562. oS 

563. 39 
562.32 
361. 84 
361. 76 
562.00 
562. 28 
562. 14 
561.91 
561. 72 
561. 83 
s6j. 76 
S6i. 75 
561. 70 


561.80 
561.66 
S6i. 63 
561. 82 
362. 08 
362. 39 
362. 24 
361. 6r 
' 361. 43 


a 
















3 
















































6 
















7 
















1 563. 10 
562. 40 
562. 07 

361. Si 
S6i. 73 

561. 96 

562. OS 
562.07 
562. 03 
562.37 
362.36 
562. 38 

362. 48 
562. 29 
561-97 
362. 13 
362.09 

361. 93 
562. 32 
562.08 

362. 18 
362. 16 
362. 18 
361. 95 
561. 94 


S 
















9 
















10 




















































15 


















14 














1 562. 36 
^ 562. 39 
562.34 
562. 25 
563. 13 
562-32 
562. 40 

1 562. 38 

' 562. 49 

562. 41 

562.34 

562. 40 

562. 41 

562. 23 
562. 22 
S62. 38 

562. S3 

563. 29 




















16 
















17 
















iS 
















































21 
















22 
































































26 
































aS 


































































































362. 35 


562. 24 


563. 23 


562. 12 


S6l. 99 


S61.84 

















1 Partial days. 



PRESERVATION OF NIAGARA FALI^. 

Table 15. — Daily mean water surface elevations at Buffalo, N. Y. 

[In feet above mean tide at New York.] 

[From self-registering gauge records. 1903 levels.] 



89 



Date. 



January. 



Febru- 



March. 



April. 



May. 



June. 



July. 



August. 



Septem- 
ber. 



October. 



Novem- 
ber. 



Decem- 
ber. 



1904. 

I 

2 

3 

4 

S 

6 

7 

8 

9 

10 

II 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

2S 

26 

27 

28 

29 

30 

31 

Mean. 



S7I.I8 
570- 45 
' S7I.OO 
' 571-04 
571.08 
571.17 
571-06 
571-34 
571-16 
570- 98 
570-60 
571-44 

570. 84 
571.17 
570-96 
571-22 
570- 94 
570- 81 
570-68 
570-85 
570- 12 
571- 19 
571-36 
571-86 
571.12 
571. 20 

571. 23 
571- 18 
571- 16 
571- 19 
571-19 



57r 
571 
571 
571 
571 
571 
571 
571 
571 
571 
571 
571 
571 
571 
571 
571 
571' 
571' 
571 
571' 
571. 
57r 
571 
571 
571 
571 
571 
■571 



'571 
571 
571 
571 
571 
57r 
57r 
571 
571 
571 
571 
571 
571 
57I' 
571 
571 
57I' 
572. 
572. 
571 
571 
572 
572 
571 
572 
572' 
572. 
572. 
572 
572. 
572 



572-86 
573- 29 
572.72 
572.80 
572. 73 
572. 77 
572. 83 
572. 66 

572- 89 
573-31 
573-02 
573-18 

572. 18 
572. 10 
571-43 

573- 25 
573-22 
573-04 
573-41 
573-29 
573-05 
572-81 
573- 02 

573. II 
573.02 
572-64 

572- 64 
572-91 

573- 22 
573- 26 






573' 
573' 
573' 
573' 
573' 
573' 
573 
573 
573' 
573' 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
572 



573.21 
573-47 
573-44 
573-41 
573- 65 
573- 66 
573- 65 
573-63 
573.48 
573.25 
573.46 
573.44 
573.4s 
573. 52 
573.56 
573.45 
573- 50 
573- 50 
573-39 
573-51 
573- 66 
573-70 
573-40 
573- 50 
573-59 
573- 63 
573-33 
573- 2!' 
573-47 
573-55 



573' 
573' 
573' 
373 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573 
573' 
573 
573' 
573' 
573' 
573 
573' 
573' 
573' 
573' 
573' 
573 
573 
573' 
573 
573 



' 573- 26 
573- 19 
572.89 
573. 27 
573. 19 
573.04 
573- 17 
573-25 
573-18 
573- II 
573-20 
572-93 

572- 76 

573- 73 
573- 14 
573- 24 
572-97 
573- 03 

'573.48 
' 573.31 
573. 10 
573.09 
572- 84 
572-69 
572-60 



572-96 
573-01 
573-24 
373- 18 
572- 99 
572- 77 
572-80 
572-63 
572-61 
572.80 
572. 94 
572.87 
572.57 
573- 14 
573- 19 
573-22 
572-87 
572.94 
572.49 
572.67 
572-42 
572-44 
572.68 
573-17 
572-85 
572-80 
572- 56 
573. 58 



572-36 
572- 20 
572- 40 
572-50 
572- 61 
572-40 
572- 72 
573- 24 
373-91 
572.72 
572. 63 
573-00 
572- 79 
572-33 
572-52 
572-48 
571-90 
572-32 



572 
572. 
572. 
572 
572. 
572. 
572. 
572. 
571. 
571. 
572. 
573 
572. 
572. 
572 
572 
571 
572. 
572 
572. 
572. 
572 
572 
572. 
572. 
572. 
572. 
571 
572. 
573 



571 
571 
571. 
572 
572. 
572 
572. 
571. 
571 
571 
S7I 
S7I 
S7I 
571 
571 
571 
572. 
572 
573 
571 
572. 
572 
S70. 
571 
571 
571 
575 
573 
572 
'572 



571-057 



571- 864 



573-408 



573-116 



522- 835 



572.613 



' Partial days. 



90 



PRESERVATION OF NIAGARA FALLS. 

Table i6. — Daily mean water surface elevations at Buffalo, N. Y. 

[In feet above mean tide at New York.] 
[From self-registering gauge records. 1903 levels.] 



January. 



Febru- 
ary. 



March. 



April. 



^lay. 



Jime. 



July. 



August. 



Septem- 
ber. 



October. 



Novem- 
ber. 



Decem- 
ber. 



13. 
14. 
IS. 
16. 
17. 
iS. 
19. 



^■ 
a*, 
as. 
a6. 
ay- 
aS. 
as. 
30. 
31. 



Mean.. 



' 371-94 
SJl-a? 
S7I. SO 
S7=.7a 
573.31 
57a. 17 
S73-3a 
S70. 9a 
372.13 
571. SS 
371. 7a 
S7a.63 
373. 29 
371.97 
371-47 
371-71 
371-43 
S71.34 
371-47 
371.37 
371.44 
371.34 
S7I.49 
371- S4 
371-46 
371.36 
371.31 
371. 37 



571.33 
571.38 



570.90 
S7l.3a 
571.97 
S7I.07 
571.2a 
571. 48 
371.36 
371.29 
571.24 
371-37 
571. al 
571.15 
371.15 
571.07 
371.08 
571. II 
571.04 
371.04 
571.15 
571.15 
571. II 



570.94 
570.94 
570-93 
570.90 
570. 98 
570. 86 
570.83 



570. 96 
570.94' 
570.90 
370.91 
370. 87 
370. 86 
S70. 86 
570.96 
570.69 
571.31 
571.43 

571. 79 
571.79 
571.95 
571.96 
572.09 
572.09 
572.03 
572.00 

572. 26 
571.86 



571.33 
571.07 
371.30 

571. 74 
371.61 
371.68 
371-64 
371. 73 
371.60 
371-37 
571.61 
571.60 
571.66 
571.65 
371. 77 
37a. II 

572. aS 
571-90 
51I.94 

571. 73 
571- 59 
572.04 
571-94 
572.03 
571-98 
571.93 
572. 03 
371-97 

572. a6 
372.38 



57a. 13 
371-88 
57a. 03 
571.79 
573.05 
57a. II 
573.34 

* 573. 31 

' 572.27 

371.93 

57a. 14 
373.41 
573.2s 
572. 38 
572.37 
572. 49 
373.49 
573.01 
573.88 
573. 59 
573.55 
573.50 
573.47 
5-2. 49 
572.63 
S72.6S 
572.36 
573. 6a 
572.43 
372.43 
373. s6 



572.62 
572. 73 
572. sS 
372.67 
372.6s 
372. 29 
373-04 
373.83 
372.71 
572. 84 
572.92 
572.96 
572.99 
572.89 
572.86 
572.88 
572.96 
573.06 
573.09 
373- 16 
573- 19 
373-30 
573-01 
573- 16 
573- 38 

573. sS 

373-23 
573.31 
573-21 



'572. 
573 
573 
573 
S73 
373 
573' 
573 
373' 



' 573' 
373 
573 
373 
573 
573 
373 



'373 
373 
S73 
573 
573 
573 
573 
573 
373 
573 
373 



57: 
373' 
373- 
373' 
373- 
573- 
573- 
573- 
' 373 



'573 
373- 
372. 



' 572. 
572 
572 
573 
573' 
373 
573 
57a 
572. 

'572 



572. 

373 

373 

573 

573' 

572. 

572. 

572' 

573' 

5 

573' 

572' 

37: 

572' 

572 

572. 

372' 

372 

573' 

573 

573 

572' 

373 

572 

37: 

572 

572 

572 

572' 



572 
573' 
572' 
573 
572 
572 
572' 
572' 
572. 
572 
573 
573 
573 
572' 
372' 
573' 
372' 
573' 
372' 
574' 
372' 
572' 
S72' 
372' 
57I' 
371 
S73 
372' 
371' 
57I' 
37: 



573- 49 
573-06 
572-64 
572- 14 
571-66 
372-98 
572.33 
572.61 
572.26 

572.22 

572-97 
572. S3 
571.85 
572. 13 
572.80 
572. 17 
572.09 
571.86 
571.66 
571.20 

571. 74 

572. 25 
572.22 
572. 76 
572. 40 
572.31 
571.88 
571-85 
573- 20 
572.16 



571.83 
372. 55 
572.3s 
572.61 
572.39 
372. 79 
572.36 
372. 19 
572.01 
372.49 
573.48 
372. 28 
572.27 
571.5s 
S7I.OO 
571.83 
572.08 
572.39 
572.04 
571.60 
572.5a 
573.65 
572.63 
573-04 
572-57 
572-66 
572. 16 
571.91 
573. 20 
574.48 
572. SS 



S7I. 740 



571. 226 



371-319 371-791 372- 3i 



373-283 373-064 



372. 858 



572.651 



572.287 



573.446 



* Partial days. 



x;. 

S3- 

u. 

IS- 
l6. 
17- 
l8. 
19- 



23- 
24- 
as- 

26. 
27- 
28. 
29- 

30- 
31- 



1906. 



Mean. 



PRESERVATION OP NIAGARA FALLS. 

Table 17- — Daily mean -water surface elevations at Buffalo, N. Y. 

[Tn feet above mean tide at New York.] 

[From self-registering gauge records. 1903 levels.) 



91 



January. 



572-51 
571-86 
571-55 

573- 79 
573-05 

574- 18 
572. 96 
571- 79 
572-44 
572. 51 
572. 02 
571-99 
571- 18 
571-80 
571- 76 
574-65 



^ 571. 63 
572- 04 
572- 01 
572.06 
572- 74 
572. 16 

571- 71 
571-99 
572. 10 

572- 20 
572.08 
572-35 
572- 46 



572. 330 



Febru- 
ary. 



572. 88 
572. 40 
572- 61 
572- 71 
571. 83 
571. 77 
571. S8 
571-45 
571-93 
571-89 
571-63 
571-85 
571- 82 
571- 82 
571. 88 
571.82 
S7I. 71 
571. 94 

571. 76 
571.68 
571- 79 
571- 63 
571-62 
571- 60 

572. 13 
571-82 
571- 42 
571- 71 



571- 881 



March. 



571- 18 

570- 67 
571. 63 
572- 61 

571- 79 
571-64 
571- 75 
571-66 
571- 79 
571- 90 
571.80 
571.74 
571.39 
571-38 
571-23 
571- 74 
571-84 

571- S6 

570- 86 
572.24 
572-88 

572- 62 
571-45 
570. 94 
571.44 
571.53 
571.98 
571.67 

571- *6 
571-41 

'571.56 



571. 656 



April. 



S71-91 

571. 77 

571- 76 

572- 00 

571. 82 

572. 04 
571.86 
571.46 

571. 80 
S72. 19 

572. 14 
572- 03 
571-82 
572. 23 
572. 26 
572. 18 
572. 22 
572.09 
572.08 
572. 15 
572.17 
572- 18 
572. 10 
572.37 
572. 18 
572. 13 
572- 24 
572-03 
572- 06 
572. 38 



May. 



572. D2 

572.32 
572.34 
572. 26 
572. j6 
572. 21 
572.36 
572.22 
573- II 
572-48 
572- 27 
572. 56 
572. SI 
571-99 
572-09 
572- 24 
572-37 
572.42 
572.42 
572. 15 
572. IS 
572. 17 
572.31 
572. 29 
S72. 30 
572. 29 
571-56 
571-92 
572.31 
S72- 19 
572-35 



572. 269 



June. 



572-42 
572-55 
572.44 
572. 34 
572-42 
572.49 
572.42 
572.51 
572.57 
572-57 
572. 12 
572. 24 
571.98 
572.33 
572. 47 
572. 51 
572.44 
572-44 
572.30 
572.52 
572. 70 
572. 70 
572. 84 
572. 6s 
572. 52 
572. SI 
572. 53 
572.58 
572. 76 
572.91 



July. 



S72. 66 
572. 54 
572- s6 
572- 76 
S72. 12 
572. 23 
S72.4S 
572- 58 
S72. 78 
S72. 67 
572. 33 
572. 41 
572. 45 
572.51 
572. 57 
572. 67 
572. 78 
572. 64 
572.49 
572. 63 
572. 70 
572. 63 
572.82 
572. 53 
572.44 
' 572. 49 
' 572. 56 
572.53 
572.59 
572-87 
572. 49 



August. 



572. 47 
572-37 
572-47 
572.51 
572. 61 
572. 68 
572.43 
572.42 
572- 47 
572- 78 
572. 78 
572- 24 
572- 45 
572. 59 
572. 28 
572.35 
572.36 
572.50 
572. 58 
572. 73 
572. 68 
572.66 
572. 59 

571. 80 
572.44 
572.6s 
572-53 

572. 57 
572- 64 
572-88 

' 572. 35 



572- 562 



572-512 



Septem- 
ber. 



572-42 

572. 62 
572. 73 
572.21 
572.25 
572.44 
572. 49 
572. 46 
572. 42 
572.38 
572-32 
572.32 
572.60 
571-97 
571-80 
572. 14 
572. 22 
572. 18 
572. 10 
572- 29 
572. 33 
572. 38 
572. 24 
571.93 
571.96 
572. 50 
572-08 
571-84 
' 572- 27 
' 572. 21 



October. 



571. 78 
572.01 
571- 98 
572-04 
572.31 

, S72. 61 

572. 43 
572. 51 
573- 27 
572-42 
572- 57 
572. 33 
572- 18 
572-12 
571.98 
571.88 
571.88 
S7I.86 
572. 15 
571.66 

'571.09 

■'571-87 

571.88 

572- II 

573- 25 

572- 33 

573- 46 
573.68 
572-44 
571.81 
571. 75 



Novem- 
ber. 



572.09 
572.07 
572. 01 
571-48 
572. 05 
572.08 
572. 03 
571-96 
572.37 
572. 53 
571-95 
572. II 
572. 36 
572. 18 
571.83 
572. II 
571.84 
572.41 
572. 23 

571- 58 
571.98 
574.60 
572. 64 
572. 77 
572. 63 
572.41 
573.31 
572. 73 

572- 22 
573- 00 



572-246 572.319 



Decem- 
ber. 



572.99 
573- II 

572-51 
572-51 
571. 83 
573-32 

572. 74 
572. 37 
572.00 
572. 14 
572. 23 
572. 56 
572. 38 
572.00 
573- II 
572. 67 
572-48 
572.44 
572-37 
572- 40 

'572-37 
572. 34 
572.17 
572.09 
572. 49 
572-97 
572-66 
572. 26 

' 572. 13 
S73.00 
572.42 



S72. 450 



' Partial days- 



7821°— S. Doc 105, 62-1- 



92 



PRESERVATION OF NIAGARA FALLS. 

Table iS. — Daily mean uaUr surface elevations at Blacl- Creek, Ontario. 

[In feet abcve mean tide at Xew York.] 

[From self-registering gauge reeords. 1903 le\-els,l 



Date. 


January, 


Febra- 
ar>-. 


March. 


April. 


May. 


June. July. 

1 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


ber. 


1906. 














565.6* 
565. 63 

5*5- *o 

565-65 

5*3-35 

565-34 

5*5-54 

565. 61 

S*S- 77 

5*5- 73 

5*5-47 

565-50 

565-55 

56s- 57 

565-63 

565-68 

565-77 

565-67 

565.60 

565-65 

565- 71 

565-68 

565-76 

565-57 

5*5- 55 

5*5-54 

56s- 58 

565-64 

56s- *: 

5*5-7* 
5*5-63 


565.60 
565.51 
5*5-58 
565.60 
565-67 
565. 77 

565- ss 

5*5-54 
565- 57 
565- So 
565.84 
565-48 
565-56 
565-68 
5*5- 50 
565-49 
565-53 
5*5'S7 
565- 68 
5*5-75 
565- 76 
565-73 
5*5-71 
5*5-10 
5*5-53 
5*5-66 
565-70 
565-64 
5*5-70 
5*5-90 
565-79 


565- 5* 
5*5.68 
565.83 
565-44 
565-45 
565-56 
> 565- 51 
' 565- 57 
565- 56 
565-54 


5*5- 08 
565. 36 
565.30 
565. 26 
565.45 
5*5- *5 
5*5-70 
565-56 
566.32 
565. 6l 


565. 26 
565. 3S 
565. 36 
564- SS 
565-32 
565.22 
565-21 
565-19 
565-43 
565-57 
565-22 
565-38 
565-44 
5*5-34 
564-96 
565-33 
565.10 
565- 43 
565-37 
5*4-99 
565-04 
5*7-11 
5*5-73 
565-76 
5*5-76 
565- 43 
566.13 
56567 
565-33 
565-74 


565.90 
















565-77 
















565- 7a 






























565- iS 














566.00 














'565-95 






























' 5*5- 31 
















5*5- 30 
















565-48 565-67 
5*5-47 > 565- 65 
565. 66 1 565. 36 
565. 36 565. 37 
565.11 565.37 
565.31 I565. iS 


565- 3S 
















' 5*5- sS 
















5*5-44 
















565.09 
















565. 86 
















5*5. So 
















565-38 
565-37 
5*5-33 
565-43 
565-46 
565-50 
565-49 
565-17 
565- iS 
565-54 
565-37 
565-09 
565-39 
565-0* 


565.16 
565.12 
5*5-41 
565-09 
564.73 
'565-14 
565.20 
565.08 
566.36 
565- 57 
5*5-95 
566.85 
565-67 
5*5-30 
5*5-13 


'565.69 


' 





































































































































i 








































» 565. 60 

565. r^ 
565. &4 
































31 


1 












^tcan 










565.730 


565- 614 


565-639 


565-434 


565-453 


565-415 


565. 578 




1 i 1 


1 





* Partial daj-s. 



PRESERVATION OF NIAGARA FALLS. 

Table 19. — Daily mean water surface elevations at Chippawa, Ontario. 

[In feet above mean tide at New York.] 

[From self-registering gauge records. 1903 levels.] 



93 



January. 



Febru- 
ary. 



March. 



April. 



May. 



June. 



July. 



August. 



Septem- 
ber. 



Novem- 
ber. 



Decem- 
ber. 



13- 
14- 
15- 
16. 
17. 
18. 
19- 



25. 
24- 
as. 
16. 
27. 
28. 
29. 
30. 
31. 



1906. 



Mean. 



'562.84 
' 562- 73 



1 562. 6s 
562.66 
562. 76 
562.86 



562. 74 
562. 69 



' 562.45 
562.44 
562.61 
562.67 
562. 76 
562. 76 
562.57 
562. 56 
562.60 
562.62 
562.65 
562. 68 
562. 75 
562. 68 
562. 64 
562.65 
562. 70 
562. 70 
562. 76 
562. 60 
562. 59 
562.57 
562.60 
562.65 
562. 67 
562. 79 
562. 64 



' 562.62 

' 562.53 

562. 59 

562.62 

562. 68 
562.77 
562.62 
562.57 
562. 60 
562. 76 
562. 79 
562.55 
562. 57 
562. 66 
562. 56 
562. 53 
562. 57 
562. 60 
562. 69 
562. 73 
562. 76 
562. 72 
562. 72 
562.27 
562. S3 
562. 66 
562. 70 
562. 66 

562. 69 
562. 83 
562.77 



562.60 
562.69 
562. 78 
562.51 
562.49 
562. 56 
562.61 
562.61 
562. 59 
562. 57 
562. 53 
562.51 
562. 63 
562.36 
562. 23 
562.33 
562.41 
562.42 
562.37 
562.43 
562. 49 
562. 50 
562. 50 
562. 26 
' 562. 24 
' 562. 56 
562.42 
' 562. 24 
' 562.46 
562. 18 



562. 19 
562.31 
562. 27 
562.31 
562.46 
562.57 
562. 71 
562. 54 
563-05 
562. 62 
562.67 
562.63 
562.49 
562.4s 
562.3s 
562. 27 
562. 23 
562. 20 
562.51 
562.34 
562.04 
562. 28 
562.31 

562. 27 

563. 16 
562. 69 
562.83 
563- 72 
562. 76 
562.36 
562.30 



562.41 
562.41 
562.37 
562.09 
562. 28 
562.31 
562.31 
562. 28 
562.40 
562. 58 
562.33 
562.37 
562. 54 
562.45 
562. 25 
S62.34 
562.23 
562. 48 
562. 48 
562. 18 
562. 23 
563- 92 
562. 86 
562.82 
562. 83 
562. 50 
563-07 
562. 76 
562.46 
562. 75 



562. 650 



562. 648 



562. 643 



562. 469 



562. 513 



562.510 



562.91 
562. 78 
562.81 
562.42 
562.39 
562.99 
' 563- 16 
' 562-43 



' 562. 70 



562. 98 

563.01 

I 562.85 



562. 786 



' Partial days. 



94 



PRESERVATION OF NIAGARA PALLS. 

Table 20. — Daily mean water surface ekfaiioiis at Wiltoui Island, N. Y, 

[In feet above mean tide at New York.j 

[From self-registering gauge records. 1903 levels.J 



Date. 


January. 


Febni- 
ary. 


March. 


April. 


May, 


June. 


July. 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


Decem- 
ber. 


1906. 


















560.23 
560.34 
560.38 
560.16 
560. 16 
560.21 
560.25 
560.35 
560. 26 
560. 23 
560. iS 
560.17 
560. 26 
560.03 
559.95 
560.04 
560. lO 
560. 10 
560. OS 
560.11 
560.14 
s6o. 16 
» 560. 16 
SS9- 9S 
SS9. 98 
560.21 
560.08 
559.98 
560. 10 
559.90 


559-92 
560.02 
559-99 
560.03 
560.14 
560.21 
560.33 
560.23 
560. 58 
560. 22 
560.25 
560.22 
560.13 
560.12 
560.04 
559.96 
SS9-9S 
559- 96 
560.11 
559- 98 
559- 76 
559-95 
559-99 
560.00 
560.65 
560.26 
560.43 
561. 04 
560.33 
560.01 
559- 95 


560.04 
560.06 
560.05 
559-85 
560.00 
560.02 
560.01 
559-99 
560. 10 

560.23 
560.04 
560.03 
560. 16 
560. 10 

559-97 
560.05 
559- 9S 
560. 20 
560. 16 
559- 91 
559-91 
561.17 
560.38 
560.37 
560.42 
560.17 
560.59 
560.33 

560. 13 
560.37 


560.44 




























































560. IS 




















560. 14 










































8 


















560. 2 J 




















560.2a 





















';6o. 10 




























































560. 25 




















^ 1^60.01 




















560. 53 




















* 560. 64 






















18 




















































































































560.33 
559. 98 

560.20 

560.31 
560.31 
560. 2S 
560.32 

560. 41 
560.38 








































26 


































































































































- 




560. 2S0 


560. 13S 


560.154 


560. 159 










1 









1 Partial daj's. 



PRESERVATION OF NIAGARA FAI,LS. 



95 



Table 21. — Daily mean water-surface elevations at Terrapin Point, N. "K. 

[In feet above mean tide at New York,] 

[From seU-registering gauge records. 1903 levels.] 



Date. 


January. 


Febru- 
ary. 


March. 


April. 


May. 


June. 


July. 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


Decem- 
ber. 


1906. 
























506.95 


- 




































































































506. 78 














































































^ 506. 81 


































































































• 






506.86 
















































































j6 
















































' S06. 75 
506.84 
506.82 
506. 70 
506.69 
507- 42 
506.91 
506.90 
506.94 
506.80 
507- 05 
506.88 
506.78 
506.92 


1 506. 97 


18 
































































































































































































26 
















































28 


























































































































MpflTl 


















1 


506.886 


506. S76 



























^ Partial days. 



96 



PRESERVATION OF NIAGARA FALLS. 

Table 22. — Daily vican -icatcr-surface clcvatioiu at Prospect Point, N. Y. 

[In feet above mean tide at New York.] 
(From seU-registeriag gauge records. 1903 levels. 1 



Date. 


January. 


Febru- 
ary. 


March. 


April. 


May. 


June. 


July. 


August. 


Septem- 


October. 


Novem- 
ber. 


Decem- 
ber. 


1906. 
















































- 


*S"-S9 


























<:i3.S4 


























512. 75 


























SI3. 74 


6 
























<;i2. 89 


























1 S12.S3 














































































512. 71 


























513. 74 


























513. 78 


























512.78 


























512. 6S 


























513- Ss 


x6 
























«;i3. 87 
























* SI2- 74 
SI3. 78 

Sia. 76 
SI3.68 
5"- 67 

* 513- 04 
5". 84 
5"- S3 
SI3.S4 
SI3. 75 
SI3. 91 
SI3. 8x 
SI3. 75 
Sia. 83 


* S13.85 


































































































































































































s6 










































































































































































"\r^»n 






















513.801 


512.799 





























I Partial days. 



PRESERVATION OF NIAGARA FALLS. 

Table 23. — Daily mean water-surface elevations at Suspension Bridge, N. Y. 

[la feet above mean tide at New York.] 

[From self-registering gauge records. 1903 levels.) 



97 



Date. 


January. 


Febru- 
ary. 


March. 


April. 


May. 


June, 


July. 


August. 


Septem- 
ber. 


October 


Novem- 
ber. 


Decem- 
ber. 


1906. 
I 














341-37 
341-25 
341- 19 
341-62 
340- 43 
340- 30 
' 340- 99 


340. 64 
340. 38 
340. 58 
340. 64 
340. 84 
341-25 
340- S6 
340.38 
340- 46 
341-27 
341-32 
340-09 
340- 39 
340- 79 
340- 21 
340- IS 
340-35 
'340.5s 
' 340. 74 
341.12 
341. 14 
341.02 
340. 99 
339.00 
340. 30 
340. 73 
340. 92 
340. 73 
340. 93 
341.56 
341.23 


340. 50 
340-93 
341-25 
340-12 
340.17 
340. 52 
340. 73 
340. 64 
340. 59 
340. so 
340.31 
340. 28 
340. 83 
339-61 
339- 18 
339- 58 
340- 03 
340- 03 
339-80 
340- 13 
340-32 
340- 45 
340- 23 

339- 26 
339-38 

340- s8 
339- 99 
339- 12 
340-11 
338-68 


339-05 
339- 63 
339- 48 

339- 70 
340-32 
340. 66 
341-07 

340- 63 
342- 82 
340.80 
340. 93 
340. 76 
340. 21 
339. 99 
339- 67 
339- 42 
339-32 
339- 21 
340. 26 
339.32 

I338.22 
339.22 
339-51 
339- 43 






3 


















3 


















4 


















5 


















6 


















7 


















i 


















9 














'341-63 
341-36 
340- 49 
340- 52 
340- 70 

340- 78 
340. 90 
341-13 
341-47 
341-07 
340. 88 
340. 97 

341- 17 
341-02 

341-35 
340- 61 
340. 60 
340- 53 
340- 73 
340.92 
340- 91 
341-46 
340- 77 






10 


















11 


















12 


















13 


















14 


















IS 


















16 ' 


















17 


















18 


















19 



















30 


















ai 












' 341.47 

341.62 

'341-93 






32 
















33 
















34 
















25 


















36 












' 340- 97 
341-12 
341.21 
341-69 

342-04 








27 


















38 


















29 


















30 


















31 


















Mean 












341-506 


340. 971 


340. 686 


340- 128 


339-983 























' Partial days. 



98 



PRESERVATION OF NIAGARA FALLS. 

Table 24. — Daily mean -water surface elevations at Whirlpool, Ontario. 
[In feet above mean tide at New Vork.] 
[From sell-registering gauge records. 1903 levels.] 



Date. 


January. 


Febru- 
ary-. 


March. 


April. 


Hay. 


JuH,e. 


July. 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


Decem- 
ber. 


1906. 














292.34 
293.59 
292.44 
392. 85 
291. 54 
291.40 
' 292.15 


292.05 

291. 76 
291.99 

292. OS 
292.25 
292. 72 
291.96 

291. 79 
391- S6 

292. 72 
292. Si 
291.51 
291. 79 
292.21 
291.61 
291.52 
291.72 
291.91 
292.31 
292. 58 

1 292. 66 


291.94 
292. 40 
392.77 
291.60 
291.60 
291.96 
292. 19 
292. oS 

291. 98 
291.97 
291. 77 
291.71 
292.33 
291.04 
290. 63 

290. 99 
291-47 
291.45 
291. 24 
291.58 
291. 78 
291-93 
291.76 
290. 75 
390. S3 
392.06 
291-47 
290.53 
291- SS 

1 290.43 


290. 48 
291.03 
290. 87 
291.10 
391. 7S 
292. 13 
393. 59 
292. 07 
294.41 

292. 25 
292.44 

393. 26 
291.65 
291.41 
291. 10 
290. 82 
290.72 
290. 60 
291. 74 
290. 76 
2S9. 41 
290. 64 
290. 84 
290.85 
294. 66 

292. 49 
1 393.21 


291.32 
291-38 
391-34 
2S9.9S 
390. 99 
291. 16 
291.17' 
'29,1.13 

* 292.21 
^ 292.06 


































































g 






























































1 293. 12 
292. 84 
291.93 
291.91 
292. 13 
292. 19 
293.33 
292.59 
292. 89 
292. 52 
292.29 
293.41 
292. 63 
292.48 
292. Sa 
292.06 
* 292. 19 
1 292. 01 
292. 13 
. 292.34 
292. 34 
292. 9S 
292. 25 




































































































































1 














































































































' 292.54 
290.41 
291- 74 
2Q2. 20 
292.42 
292.18 
292.41 
293- 13 

292. 78 






















































I 292.44 
292. 4S 
292.50 
293.06 
393.3s 














































































^ 




r":':':::: 


1 290. 90 








1 


1 1 1 










1 






292.766 


292.362 


292. 116 


291. S93 


291.579 


291.274 






1 1 ! 







1 Partial daj-s. 
All elevations must be corrected by +0.035 foot due to error in elevation of bench mark. 



PRESERVATION OF NIAGARA PALLS. 

Table 25. — Daily mean water surface elevations at Lewiston, N. Y. 

[In feet above mean tide at New York.] 

[From self-registering gauge records. 1903 levels.] 



99 



Date. 


January. 


Febru- 
ary. 


March. 


April. 


May. 


June. 


July. 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


Decem- 
ber. 


1906. 














246. 99 
246. 99 
247.00 
247. 07 
247. c6 
247. 06 
247.03 
247- 06 
247. 06 
247. 10 
247. 10 
247. 10 
247. 06 
247.07 
247.06 
247. 06 
247.06 
247.04 
247.03 
247. 04 
247.04 
247. 02 
247. 02 
247.00 
246. 95 
246. 96 
246. 94 
246. 96 
246. 92 
246. 93 
246. 96 


246. 94 
246. 87 
246. 90 
246. 90 
246. 89 
246. 92 
246. 89 
246. 86 
246.87 
246. 87 
246. 89 
246. 83 
246. 78 
246. 79 
246. 74 
246. 73 
246. 70 
246. 73 
246. 72 
1 246. 71 
' 246. 73 
246. 73 
246. 77 
246. 62 
246. 65 
246. 71 
246. 73 
246. 70 
246. 65 
246. 63 
246. 58 


246. 52 
246.44 
246. 52 
246. 47 
246. 42 

246. 39 
246.37 

246. 40 
246.36 
246. 40 
246. 34 
246. 34 
246- 33 
246. 33 
246. 28 
246. 23 
246. 23 

246. 22 
246. 25 

246. 23 
246. 22 

246. 2S 
246. 26 
246. 18 
246. 17 
246.12 
246. 14 
246. II 
246. 07 
246. 19 


246. 14 

246. IS 
246. IS 
246. 16 

246. 14 
246. 18 
246. 16 

246. 08 

246. 15 

246. 16 
246. 18 
246. 10 
246. 07 
246. 04 

246. OS 
246. 07 
246- 10 
246. II 
246. 12 
246. IS 
246. IS 
246. 20 

246. 17 

246. 22 
246. 20 

246. 25 

246. 23 
246.31 
246. 17 
246. 24 
246. 15 


246. 10 
246.06 
246. 10 
246.09 
246. 08 
246. 04 
246. 02 
246. 02 
246.07 
• 245. 93 




































3 
















4 
















5 
































































9 




































































13 


















14 


















IS 




































17 


























































j 

































1 


























24 












1 246. 89 
246.89 
246. 86 
246. 86 
246. 86 
246. 9S 






































































































































246. 88s 


247.015 


246. 775 


246. 292 


246. 153 


246. 051 



















1 Partial days. 



lOO 



PRESERVATION OF NIAGARA FALLS. 
Table 26. — Daily mean water surface elevations at Buffalo, N. Y. 

[In feet above mean tide at New 'Vork.] 
[From self-registering gauge records. 1903 levels.] 



January. 



Febru- 
ary. 



April. 



May. 



June. 



July. 



August. 



Septem- 
ber. 



Novem- 
ber. 



Decem- 
ber. 



IS. 

16. 
17. 
18. 
19. 



23. 
24.. 

25. 
26. 
27. 
28. 
29. 
3°- 
31- 



572.90 
571.93 
572-37 
573-30 
572-99 
572.66 
572-55 
573- 26 
573-33 
574- 02 
572-89 
572-53 
572-44 
572-81 
572-61 
571-91 
572-51 
572-75 
572-91 
576.11 
573.55 
572.71 



572.82 
573-32 
572-92 
573-22 
573- 20 
572-90 
572-80 
572-59 



572-66 
573-64 
573-95 
572-42 
572- 10 
572-63 
572-49 

' 572-51 
572-47 
573-07 
572- 63 
572-44 
572-46 
572-82 
572-63 
572-37 

1 572- 28 
572-10 
572-SI 
572-40 
572-34 
572-31 
572-04 
572.22 
572.34 
571.88 
571-70 
571-71 



571-78 
573-51 
572-49 
572-17 
572-36 
572-03 
571-90 
572-18 
572-02 
571-77 
571-92 
571-95 
571-96 
572- 10 
572.41 
572.06 
572.19 
572.07 
572.13 
572-36 
572.06 
572-31 
572.02 
572.45 
572.08 
572.23 
572.36 
572.40 
572.52 
572.61 
572.59 



572.46 
572.49 
572.49 
572.49 
572.50 
571.34 
572.29 
572.87 
572.86 
572.95 
572.88 
572.55 
572.67 
572.82 
572.64 
573.16 
572.83 
572.69 
572.65 
572.71 
572-80 
572-63 
572-53 
572-86 
572-65 
572-47 
572-46 
572-51 
572-65 
572-69 



572-63 
572.62 
572.62 
572. 78 
572.67 
572.70 
' 572.70 
572.69 
572.86 
572.71 
572.88 
572.70 
572.92 
572.79 
572.92 
572.96 
572.81 
572.94 
572.98 
572.98 
573.02 
572.82 
572.71 
572-64 
572.43 
573.01 
573-99 
573-29 
572-96 
572- 77 
572- 48 



' 572-43 
'572-85 
573-00 
572-96 
573-73 
573-55 
573-12 
573-05 
573-08 
572.72 
572.93 
572.91 
572-94 
573-25 
573- 28 
573-33 
573-33 
573-32 
573-21 
573-31 
573-26 
573-24 
573-26 



'573-38 
573-57 
573-59 
573-25 
573- 18 
573-27 



573-30 
573-34 
573-24 
573- 20 
573- 20 
573- 23 
573-28 
573-42 
573-39 
573-22 
573-06 
573-44 
573- 26 
573-23 
573-24 
573-36 
573-37 
573- 29 
573-21 
573-41 
573-26 
573-51 
573-44 
573-52 
573-28 
573-63 
573-48 
573-33 
573-40 
573-39 
573-38 



573-29 
573- 83 
573-32 
573- 16 
573- 16 
573-25 
573-27 
572-98 
572-97 
572-97 
573-05 
573- 16 
573-21 
573-04 
572-84 
573-20 
573-24 
572-60 
572.86 
572-99 
572-83 
572- 75 
572-75 
573-27 
573-12 
573-00 
572-81 
572-76 
572-69 
572- 79 
572-59 



572-78 
573-11 
572- 63 
572-75 
' 573- 16 
573-03 
572-78 
572-56 
572.86 
572. 58 
573.49 
573.34 
572.80 
572-79 
572-83 
572-82 

572- 60 
572-56 
572-66 
572.96 

573- 10 
572.71 
572.85 



571.88 

572-71 

' 572-50 



572.96 



572. 



572.62 



572.84 



573. iS 



573.33 



573- 02 



572-80 



572-52 
572-65 
572-71 
573-12 
573-01 
572-97 
573-20 
573- 00 
572-92 
573-48 
573-11 
573-06 
572-70 
572-80 
572-90 
572-72 
572-85 
572-87 
572-69 
572-49 
572.68 
573. 16 
572-55 
572.60 
572.80 
573. 22 
572.77 
572.67 
572.50 
572.32 
572.34 



572.37 
572.72 
573-55 
572-87 
572-83 
572-52 
573-64 
572-87 
572-87 
572- 70 
572-67 
572-64 
574- 24 
572.64 
572-45 
572-56 
572-45 
572.43 
572.29 
571-95 
572.96 
572-50 
572-04 
571-81 
572-39 
573-48 
572-74 
573-48 
572-56 
572. 20 



572.79 



572.47 
572.61 
'571-85 
571-99 
572-89 
572-68 
572-45 
572-26 
572-19 
572-69 
573-00 
572-57 
571-89 
571-40 
572-69 
573-25 
572-76 
572-37 
573-58 
573-28 
572-80 
572-25 
572-32 
572.83 
573- 14 
572-30 
572-71 
572.60 
572.31 
573- 24 
574. II 



572.63 



' Partial days. 



PRESERVATION OF NIAGARA FALLS. 



lOI 



Table 27. — Daily mean water surface elevations at Austin Street. 

[In feet above mean tide at New York.] 

[From self-registering gauge records. 1903 levels.) 



Date. 


January. 


Febru- 
ary. 


March. 


April. 


May. 


Jime. 


July. 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


Decem- 
ber. 


1907. 












a 


567.92 
567. 96 
567. 89 
567.87 
567. 80 
567. 86 
567. 90 
567.98 
567.97 
567.86 
567.77 
1 567.91 


567.97 
568. 29 
568.01 
567.89 
567-87 


567. 58 
567.92 


' 567.41 
567.45 
567. 53 


567. 19 
567.33 
568. 28 
' 567. 59 
567. 63 
567.30 




I 
































3 












■ 567. 64 

S68. 14 
568. 01 
567.77 
567. 72 
567. 75 
567. 55 
567-63 
567- 65 
567- 64 
567.82 
567. 84 
567.84 
567.85 
567. 83 

567. 81 
567-84 
567- 81 
567-82 
567- 84 
567-89 
567-92 

568. 07 
568.04 
567.89 
567.85 
567-89 


' 567.49 
567. 73 
















'567.81 
567. 73 
567.87 
567. 84 

567. 71 

568. 20 
567- 96 
567.87 
567. 56 
567. 59 
567.68 
567.50 

' 567.59 


'567.83 














567.34 














' 567.9s 
567.80 
567. 77 
567. 79 

567. 84 
567.98 

568. 20 
568. 41 
568. II 




567. 15 
















1 567. 61 
567. 63 
567.51 
567.47 
567.39 
568.65 

' 567- 72 


566. 94 
















566. 89 


9 












' 567. 54 
568. 08 


567. 25 














' 567. 56 




























'567.56 
567. 56 
567.62 
567.58 
567.47 
567.34 
567.47 
567. 72 
367. 83 
567.61 
567- 59 
S68. 66 
568. 10 
567.66 
567.49 

' 567.24 














































' 567.92 
567.95 
567.91 

567. 88 

568. 04 
567.91 
568. 04 






































' 567- 23 
' 567. 20 






















































'567.46 

' 567. So 

'567-36 

'567-36 

' 567. 45 

567.08 

567.52 

567. 47 

567.3s 

567.17 

567. IS 






































■566-77 
566. 67 


































' 567. 93 
568. 19 
568.07 
568.02 
568. 02 
568. 02 

' 568. 02 


















' 567. 91 

■ 567. 69 

' 567.58 

567. 54 

567.59 

567. 46 


































'568.18 

567.3s 

' 567.04 


































31 
















Mean 












567- 83 


567.95 


567.88 


567.67 


567.57 


567. 49 


S67. 28 

















' Partial days. 



I02 



PRESERVATION OF NIAGARA FAIvLS. 



Table 28. — Daily mean water surface elevations at CJiippawa, Ontario. 

[In feet above mean tide at New York.] 

[From self-registering gauge records. 1903 levels.) 



13- 
14. 
IS- 
16. 
17. 
18. 
19- 



=3-. 
a4-- 
as-. 
26.. 
27.. 
28.. 
29.. 
30.. 
31.. 



Januar>' 



Febru- 



March. 



April. - 



' 362- 50 
S62.S0 
563.41 
563. 23 
56Z.S9 
562. 7S 
562. 63 



562.89 



June. 



563. 48 
562.59 
562. S6 
562. So 
563-32 
563- 25 
563. 04 
562. 94 
562.97 
562. So 
562.81 



562. 84 
562. Si 
562.97 

563. 01 
563.04 

563. 02 
562. 99 

562. 98 
563-01 

562. 99 
563-00 
563- 04 
563-07 
563- 10 
563- 20 
563- 20 
563- lo 
563- 02 
563- oS 



562.98 



July. 



563 
563 
563 
563 
'563 



'563 
563 
563 
562. 
563 

'563 



'563 
563 
563 
563 
563 
563 
S63 
563 
563- 
563 
563 
563 
563 
563 
563- 
563 



563-08 



August. 



563- 06 
563-30 
563. II 
563-00 
562. 96 
563-05 
563. 02 
562.91 
562- 86 
562. 87 
562-94 
562.96 
563.02 
562. 89 
562. 86 
562.97 
563-04 
562. 79 
562.80 
562.92 
562. S3 
562. 79 

562- 76 

563- ol 
563-04 
562-92 
562-85 
562. 75 
562. 73 
562. 76 
562.65 



562.92 



Septem- 
ber. 



562. 75 
562. 98 
562. 72 
562. 73 
562.83 
562. 95 
562. 76 
562. 69 
562. 76 

562- 64 

563- 02 
563- 23 
562- 78 
562. 72 
562- So 
562. 74 
562. 70 
562-56 
562- 65 
562-80 
562. 86 
562- 84 
562. 72 
563-37 
563- 17 
562. 79 
562- 73 
562-43 
562- 64 
562-87 



362. 81 



October. 



562. 70 
' 562. 6s 
' 562. 74 

563- 03 

562- 96 
562-92 

563- 03 
563- 12 
562-99 
563- 26 
563- 12 
563-02 
562-82 
562- 79 
562. 84 
562- 78 
562. 78 
562. 84 
562.71 
562.63 
562.69 
562. 94 
562. 71 

' 562. 53 



' 562. 40 
562. 76 
562.68 
562.65 
562. 53 
562.49 



562.80 



Novem- 
ber. 



562.54 
562.62 
563-35 
562.93 
562. 96 
562.67 
563. 23 
563-02 
562- 89 
562-80 

562- 74 
562. 66 

563- 40 
562.90 
562- sS 
562-56 
562- 66 

^ 562- 56 
' 562. 45 
562.31 
562. 74 
562. 68 
562.43 

562. 20 
562.48 
563. 10 
562- 75 

563. 20 
562- 73 
562. 48 



562. 75 



Decem- 
ber. 



562 

562 

562 

'562 

562 
562, 
562, 
562, 
562. 
562 
'563 



562- 5^ 



^ Partial days. 



13- 
14. 
IS- 
l6. 

17- 
i8. 
19- 



23- 
24- 
25- 
a6. 
27- 

28. 

29. 
30. 
31- 



PRESERVATION OF NIAGARA FALLS. 

Table 29. — Daily mean water surface elevations at Grass Island. 

tin feet above mean tide at New York.] 
[From self-reKistering gauge records. 1903 levels.] 



103 



Date. 



January. 



Febru- 
ary. 



March. 



April. 



May. 



1 561.96 
S6i. 8s 
562. 16 
562. 73 
562. 45 
562. 15 
562. 05 
561. 93 



562. 16 



Jmie. 



561. 81 



^ 562. 20 
562. 21 
' 562. 59 
' 562. 50 
562. 29 
562. 22 
562. 29 
562. 08 

562. 12 
562. 15 

562. 13 
562. 29 

^ 562.32 



^ 562.31 
562. 28 
562. 33 
562.31 
562. 30 
562. 38 
562. 38 
562. 39 
562. 48 
562. 49 
S62. 39 
S62. 33 
562.44 



562. 30 



July. 



562. 45 
S62. 42 
562. 36 
562. 43 
562.34 
562. 32 
562. 39 
562.47 
562. 42 
562.32 

562. 32 
562.36 

562. 33 
562.36 
562. 40 
562. 37 
562. 37 
562.31 
562. 28 
562. 39 
562. 28 
562.44 
562.44 
562. 46 
^ 562. 40 



562. 45 



^ 562. 38 
562. 38 
562.37 



562.38 



August. 



562- 32 
562. 6r 
562.37 
562. 32 
562. 24 
562. 26 
562. 26 
562. 16 
562. 10 
562. 12 
562. 27 
562. 24 
562. 26 
562. 14 
562. II 
562. 26 
562. 32 
562. 12 
562. 10 
562. 20 
562. 10 
* 562. 06 
562. 04 
562. 30 
562. 36 
562. 19 
562. 10 
562. 03 
561. 99 
562. 03 
561. 90 



562. 19 



Septem- 
ber. 



562. 08 
' 562. 28 
' S6i. 93 

562. GO 
562. 12 
562. 21 
562. 01 



^ 562. 27 
562. 03 
561.99 



561. 86 

561.82 
561.91 

562. 09 
562. 13 
562. 12 
562. 01 

562. 66 
562. 38 
562. 06 
561. 98 
561.66 

561. 96 

562. 13 



562.07 



561.95 

561. 93 

562. 01 
562. 22 
562. 16 
562. 24 
562.31 
562. 27 
562. i8 
562.48 
562.35 
562. 28 
562. 15 
562. 08 
562. 13 
562. 06 
562. 08 
562. 12 
562. 00 
561.97 



'561.94 
562. 10 

561. 77 

562. 15 
561. 98 
561.93 
561. 81 
561. 79 



562. 09 



Novem- 
ber. 



561. 84 
561.95 
562. 62 
562. 18 
562. 20 

561. 90 
562. 43 

562. 24 
562. 16 
562. 14 
562. 02 
S6i. 95 

' 562. 24 
' S6i. 98 

561. 87 
561.87 

562. 01 
561.87 
561. 77 
561. 61 
562.08 
561. 95 
561. 70 
S6l. s6 

561. 81 
562. 41 

562. 00 
562. so 
561. 97 
561. 74 



562. 02 



Decem- 
ber. 



561.89 
561. 94 
561. 67 
S6l. 50 
561.97 
562. 04 
561.90 
561. 84 

561. 74 
561. 92 

562. 20 
' 562. 06 



561.89 



1 Partial days. 



I04 



PRESERVATION OF NIAGARA FALLS. 



Table 30. — Daily mean water surface elevations at Wing Dam. 

[In feet above mean tide at New York.] 
[From self-registering gauge records. 1903 levels.! 



Date. 


January. 


Febru- 
ary. 


March. 


April. 


May. 


June. 


July. 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


Decem- 
ber. 


1907. 
















558.39 
558. S6 
55S. 42 
558.37 
558. 34 
558.39 
558.35 
558.24 
558. 20 
55S. 22 
' 558. 29 
558.31 
558-32 
558.23 
558.22 
' 558. 28 
' 558- 30 
558-17 
558.18 
558. 26 
558. 18 
558.15 
558.15 
558.32 
558. 33 
558- 24 
558-17 
558.11 
558.09 
558.12 
55S.03 


55S. 13 
558. 27 
558- 07 
558.09 
558. 17 
558.22 
558. II 
558.09 

' ssa II 


558. 07 
558- OS 
558.10 
558. 24 
558. 19 
558.22 
55S. 29 

558. 2S 

558.20 

'558.41 

558. 31 

ssS. 24 

558. 12 

558- 10 
558. 14 
558.10 
558.11 
558. 13 
558. 06 
558. 01 
558.05 
558.24 
558.04 
557.98 

558. 12 
.557.89 
558.13 
558- 02 
558-00 

557- 92 
557- 91 


557-95 
558- 02 
SSS-47 
558- 17 
558- 20 
557- 99 
558.36 
'558.37 




















SSS. 03 


















557. 85 


^ 
















"* 


















6 
















558. 10 


















558. 00 


s 
















557. 94 
















' 5SS. 39 
558.38 
5 58- 33 
558-42 
558- 39 
558. 39 
558-38 

' SS8- 43 




















» 558.00 




















' 558. 17 
















' 55S- 55 
































































16 














'558.09 
558.06 
557. 98 
558. 04 
55S.17 
558.20 
55S.17 
558.12 
558.59 
55S. 39 
558.16 
558.12 
557.90 
55S.06 
558. 18 






































' 558- 37 

558-37 

55S-44 

558- 41 

558.48 

' 558. 51 

' 5S8. 46 

558.43 

558-50 

■ 558.45 

558.47 

558.44 

55S.41 

558- 42 




























































































' 557- 81 
557- 75 
557- 93 
558.34 
558.08 
558. 40 
558. 06 
557- 90 




































26 
































































^ 








1 
... .1 - - . 










































Mpnn 














55S. 42 


558.26 


55S.16 


55S-12 


55S-11 


557.98 

















1 Partial days. 



PRESERVATION OF NIAGARA FALLS. 



105 



Table 31- — Daily mean water surface elevations at the Whirlpool, 

[In feet above mean tide at New York.] 
[From self-registering gauge records. 1903 levels.] 



Date. 


January. 


Febru- 
ary. 


March. 


April. 


May. 


June. 


July. 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


Decem- 
ber. 


1907. 












292. II 
292. SI 
293.80 
293.57 
295- 75 
295- 03 


294. 63 
1 294. 66 
294-37 
294- 29 
294- 31 
294- 32 
294- 38 
294. 86 
294.80 
294. 31 
294. 06 
294- 6s 
294- so 
294- 20 
294- 27 
' 294. 64 
1 294. 69 
294. 30 
294.2s 
294.69 
294. 17 
294. 81 
294. 84 
294. 83 
294. 63 
29s- OS 
294- 67 
294. 60 
294- 55 
294- 55 
' 294- 56 


294. 35 
295- 50 
294- 57 
293- 92 

293- 84 
294. 30 

294- 13 
293- S9 
293- 41 
293- 38 
293- 57 

1 293. 82 

293- 97 

' 293. 41 


292. 80 
293- 7S 
292. 6s 

292. 77 

293. 29 
293. 76 
292.97 
292. 55 
293. 04 
292. 48 
294-31 
295- 09 
293- 14 

292. 98 

293. 09 
292. 98 
292. 79 
292. 20 
292. 60 
293-41 
293- 57 

293- 20 

292. 88 
295- 88 

294- 67 

293. 13 
292.83 
291-39 
292. 23 
293- 30 


292. 62 
292. 52 

292. 90 
293- 91 
293.67 
293- 43 

293. 97 

294. 00 

293- 59 
294. 96 

294- 36 
293- 94 
292. 89 
292. 99 
293- 31 

^ 293. 34 


292. OS 

292. 43 

295. 16 

1 293.32 


291. 98 
























































292. 62 


6 














292. 98 














1 293- 99 

293. 90 

1 293. 18 


292. 30 


8 












' 293. 96 
294. 07 
293- 41 
293- S6 
293- 70 

293- 59 
294. 29 

294- 38 
294- 36 
294. 41 


291. 49 














291.38 






























^ 293. 43 














1 292.81 
29s- 85 












































1 292. 03 
292. 14 
292.42 

292. 06 
291. 78 

291. OS 

293. 02 

292. 6s 

291. 40 
290. 41 
291- 73 

294. 56 

292. 84 
294. 92 
292. 78 
291.71 
































1 293. 79 
292. 64 

292. 94 

293. 48 

293. 12 
292. 93 

292. 92 

294. 01 

293. 95 
293- 50 
293- 27 
292. 86 
292. 78 
293-00 
292. 47 




18 




























^ 294. 21 
294. 32 
294. 19 
294. 20 
294- 23 
294.47 
294- 61 

1 295. 02 


















1 291.9s 

292. 64 

' 293. 4S 


























































1 292.42 
293. 18 

291. 6s 

292. 89 
292. 49 
292. 43 
291. 84 
291. 77 














































28 




























1 294. 32 
294- 34 




' 














3 










1 292. 26 
































292. 26 


294. 09 


294- S3 


293. 57 


293- 19 


293. oS 


292. 89 


292. 10 















1 Partial days. 



io6 



PRESERVATION OF NIAGARA PALLS. 



Table 32. — Daily mean water surface elevations at Suspension Brid 
[In feet above mean tide at New York.] 
[From self-registering gauge records. 1903 levels.] 



Date. 


January. 


Febru- 
ary. 


March. 


April. 


May. 


June. 


July. 


August. 


Septem- 
ber. 


October. 


Novem- 
ber. 


Decem- 
ber. 


1907 












340. S2 

340. 85 
342. OS 

341. 83 
' 343- 22 

343- 54 
342-56 
342- 26 
342- 31 
341. 66 
341- 82 
341. 96 

341- 84 
' 342- 23 
'342-57 

342- 63 
342- 70 
342- 57 
342-44 
342- 56 
342-44 
342- 45 
342- 48 
342- 71 

342- 81 

343- 18 
343- 20 
342- 72 
342-43 
342- S3 


342- 70 

342- 78 

342- 52 

342. S3 

342. so 

342. 52 

' 342. 54 

' 343. 29 

' 342. 86 

' 342. 46 

342- 25 

342- 78 

342-63 

342- 43 

342- SO 

342- 77 

342- 77 

342- 52 

342-41 

342-82 

342-39 

342- 94 

' 342- 79 

'343-09 

' 343- 08 




341. II 
342- 03 

340. 94 
341. 19 

341. 6s 
342. 03 
341- 28 

340- 88 

341- 39 
340. 84 

342- 58 
343-3° 
341- 49 
341- 33 


340. 94 
340. 86 

341. 24 

342.22 
341. 98 

341. 75 

342. 29 

342. 25 

341. 89 

343. 21 
342.61 

342. 22 
341. j8 
341. 35 
341- 64 
341-37 
341-45 

341- 61 
341-06 

' 340- 39 
341-02 

342- 14 
341-01 

340- 57 

341- SI 
340. II 
341-27 
340- 8s 
340- 78 
340. 29 
340. 25 


340. 51 
340. 8s 
343. 46 

341. 76 
341- 94 
340- 71 

' 342- 43 


340.48 
















341-00 














' 342. 64 

342. IS 
' 341. 84 
342. 55 
342. 38 
341- 82 
341- 64 

341- 66 
341. 84 

342- 10 
342- 20 
341. 69 

341- S3 

342- 04 
342- 26 

340- 94 
341. 23 
341. 73 
341. 34 

341- 20 

341- 20 

342- 28 
' 341- 98 
' 341- 60 

341- 55 
'341-30 
341.09 
341.35 
340.77 


339- 94 














339- 16 














341-09 














341-37 














340. 76 






























339- 96 














1 341- 88 

341- 19 
340- 92 
343. 74 
341.8s 
340. 68 
340. 60 
340- 83 
340- 54 

340- 25 
339- 62 
341-42 

' 341- 29 

339- 91 
338- 86 
340-24 

342- 89 

341- 26 

343- 25 
' 340- 8s 

340- 23 


340- 77 














341- 99 














' 341- 44 
























































' 341- 25 
341- II 

340- 59 

340. 94 

341. 71 
341. 89 
341. 48 

341. 22 
344.11 

342. 94 
341. 48 
341. 17 
339- S3 
340-62 

341- 62 




























































































































































' 345. 88 

343-23 

341. 98 

' 341. 42 

' 340. 4S 


' 343- 10 
' 342- 90 
' 342- 83 
342- 75 
' 342- 75 
















































































342. 59 


342- 37 


342- 71 


341. n 


341- SI 


341. 40 


341. 21 


340-67 















1 Partial days. 



V PRESERVATION OF NIAGARA FALLS. IO7 

Appendix 2. 

GEODETIC POSITIONS — DESCRIPTION OP TRIANGULATION STATIONS — DESCRIPTION OF BENCH MARES. 

Table 33. — Summary of triangulation in vicinity of Niagara Falls. 
[On United States standard datum.] 



Station. 


Year. 


Latitude- 
Longitude. 


Seconds 
in meters 


Azimuth. 


Back azimuth. 


To station. 


Distance 
(meters). 


Logarithm 
of distance. 




1906 
1906 
1906 
1906 

1906 

[ 1906 
1 1890 

1842 
1906 
1906 
1906 
1906 
1842 
1886 
1906 
1886 
1906 
1906 
1906 
1906 
1890 
1890 
1890 
1890 
1890 
1890 
1905 
1890 
1906 


f43 03 44. 477 
I79 02 47-727 
f43 04 41-983 
I79 02 45. 470 
(43 04 10. 649 
179 03 42. 711 
f43 04 57. 940 
I79 03 23.321 
f43 04 46.499 
179 03 46. 166 
43 04 53.266 
79 04 45.663 
[43 05 09. 087 
I79 04 08. 307 
J43 OS 19.676 
179 04 24. 598 
Ui 05 18.388 
[79 04 00.851 
|43 04 51.65 
I79 03 09. 00 
(43 04 52.94 
179 03 37.81 
[43 04 45. 68 
I79 04 21.65 
f43 04 32. 85 
I79 04 57. II 
43 04 38. 89 
179 04 45. 26 
43 04 48. 90 
.79 04 28. 06 
43 04 48.71 
79 04 42.43 
43 OS 01. IS 
,79 04 14. 73 
43 04 S9- 22 
,79 04 16. 41 
43 05 00. 68 
79 04 38. 57 
[43 04 so. 03 
I79 04 24. 57 
43 04 49. 99 
,79 04 48.68 
43 05 16.87 
79 04 27.86 
[43 OS 19. i8 
I79 04 28. 01 
[43 05 11.00 
[79 04 31.91 
43 OS 04. 56 
,79 04 36. 48 
43 04 44. 71 
79 04 55. SI 
43 04 48.3s 
79 04 53.33 
43 OS 09. 69 
,79 04 32.66 


1,372.5 

1,080. 1 

1,295.6 

1,028. 7 

328.6 

966.3 

1,788.0 

527.6 

1,434-9 

1,044.4 

1,643.7 

1,033.0 

280.5 

188.0 

607. I 

556.4 

567-5 

19.2 

I, 593- 9 

203.6 

1,633-7 

855-4 

1,409.6 

489.8 

1,013.8 

1,292. 1 

1,200. 1 

1,024.0 

1,509.0 

634.8 

1.503.2 

959-9 

35-5 

333.2 

1,827.5 

371-2 

21.0 

872-4 

1,543-9 

555-8 

1,542.6 

1,101. 2 

520.6 

630. 2 

S9I-9 

633-5 

339-4 

721.8 

140.7 

825.2 

1.379. 7 

1.255.7 

1,492.0 

1,206.4 

299.0 

738.8 


145 
181 
119 
53 
196 
302 

1 ^^ 
275 
355 
232 
312 
131 
S9 
30 
4 

94 

79 
299 
43 
4 
68 
320 
202 
292 
231 
17a 
215 
108 
202 
238 
210 
IS8 
163 
211 
208 
249 
84 
163 
274 
347 
29S 

304 

276 
352 
257 
338 
302 
267 

23 

303 
271 


22 06. 8 
38 54.0 
54 22.5 
IS 29. 7 
43 42.0 
59 06. 5 

34 49-2 

47 24.6 
57 31- 8 

35 09.4 
42 52. 5 
33 57- I 
59 06. 
18 53.6 
42 s8 

13 57.8 

18 16 

15 22 

32 57 

51 19 

35 49 
49 02 
20 20 
08 00 

33 19 

48 26 

38 58 

42 03 

52 59 
30 14 
40 04 
40 37 

39 24 
02 31 
18 45 
14 35 

13 25 
II 50 
07 20 

14 59 
30 47 

18 01 
57 32 
04 22 

19 02 

43 29 
38 30 
30 08 
32 27 
45 55 

45 34 

01 14 
56 39 


325 
I 
299 
233 
16 
122 

265 

95 
175 

52 
132 
311 
239 
210 
184 

274 

259 

119 

223 

184 

248 

140 

22 

112 

SI 

358 

35 

288 

22 

S8 

30 

338 

343 

31 

28 

69 

264 

343 

94 

167 

118 

180 

124 

180 

96 

172 

77 

158 

122 

87 
203 

123 
91 


21 
38 

S3 
14 
43 
59 

33 

48 
57 
35 
43 
33 
S8 
18 
42 

13 

17 
IS 
32 
51 
35 
49 
20 
08 
33 
48 
39 
41 
53 
30 
40 
40 
39 
02 
19 
14 
13 
II 
07 
15 
31 
18 
57 
04 
19 
43 
38 
30 
33 
46 

45 

01 
56 


26.9 
55-6 
56-6 
50.6 
55- 2 
44.0 

53-0 

06.1 
34-2 
40. 
35-5 
46.0 
40-5 
39-2 
56 

41-6 

50 
38 
52 
16 
32 
29 
30 
50 
31 

25 
12 
51 
12 

33 
08 
30 
18 
37 
55 
56 
13 
45 
34 
02 
00 
01 
46 
22 
18 
32 
49 
14 
16 
18 

33 

26 
S6 


Goat Island 

Grass Island 

Wheat 


2,326.22 
1,775-30 
987. 74 
1,616. iS 
1,523-85 
1,483-27 

1, 868. 21 

1,380. II 
1,109.06 
1,276.10 

1,938.51 
492.49 
975-91 
944.05 
953-0 

S38- 58 

855.6 
610.2 
274.3 

1,309.8 
573.2 

1,394-6 
681.4 

1,817.3 
496.6 
443.6 
766.7 
420.3 

1.037.3 
734.9 
284.9 
613.8 
658.0 
355-5 
665.9 
732.0 
406. 1 
633-8 
467-6 
351-0 
503.4 
863.3 
543.8 
934-6 
537-2 
687.7 
652-3 
S19-S 
1,953-9 
766- 5 

122-5 

484.0 
551.4 


3. 3666504 




3. 2492729 
2. 9946421 


Grass Island 


"RanV 




3.2084890 
3- 1829432 




Wheat 




Chippawa 




3-1712188 
3- 2714262 
3- 1399149 


Wlieat 


Transformer 

Grass Island 

Bank 


Goat Island 




3-0449565 


Transformer 






3- 1058858 
3- 2874680 
2. 6924013 


Sta. I. New York State Survey 


Bank 


T. P. No. I 


Park 


Transformer 

Transformer 

Terrapin 


Park 


2.9894094 
2-9749935 




2- 97908 

2.7312472 

2-93227 


Bridge 


Park 




Goat Island 

Grass Island 

Goat Island 

Bank 


Dam 


2- 78544 
2.43823 






T P No 6 


Canal 


2. 75830 




Bank 






Transformer 

Bank 


2. 83342 




3-23942 
2.69599 


Canal 


Terrapin 


Terrapin 


Transformer 

T. P. No. I 

Transformer 

Park 


2.64699 
2.88462 


Wall 


2. 62360 
3-01591 




Luna 

T.P.No.i 

Park 


2. 86621 
2. 45464 




2. 78802 
2. 81820 


Bluff 


Park 




T.P.No. I 

Park 


2. 55088 
2.82341 




T.P.No.i 

WaU 


2.86453 
2.60864 




Cliff 


2.80196 
2. 66988 


K 


Terrapin 




Canal 


2. 54534 

2. 70189 


B 


T.P.No.i 

Terrapin 






N 


T.P.No.i 


2. 73542 






C 


T.P.No.i 

Terrapin 


2. 73012 




2.83737 
2.81447 


D 


T.P.No.i 

Terrapin 




2. 71562 




Bank 


3.29090 


I, 


T.P.No. 6 

Semaphore 


2. 88453 
2.088IS 
2. 68482 


Cliff 


T.P.No.i 




2. 74147 



7821° — S. Doc. 105, 62-1 10 



lo8 PRESERVATION OE NIAGARA FALI/S. 

V. S. Lake Survey. Preservation of Niagara Falls. 

Zi CHIPPAW^/K 



1 -Table 34. 



L/\T 43 03' 44.47 7 T/?/'s sta-//o/7 /5 0/7 Me Ca//ad/'a/7 s/'c/^ of 

I TQ r^p ^7 'TP-p ^^^ /y//z^ara /f/'i^^/^ Of7 f//£ /2<?y/7 fj//^f a^ot^e 

LONG ry oa ^^.r^f ^^£. y^c>/^y// of /yi^^ ;^£//a//^ /r/i^er, 9 /A //-c^ 
//I'e ecf^£. of /^e- ^<a/7/r J /^? //. <^/'^^J^($ ///<^ r/'y^/^ /ej^-^/^ jr/.y ff /^c/^ 
/-^ts^^ /c^£<£ cor/ze^-^ ^?^<£/ ^^f■/^ ^^fs/" ^f y-^^" i^/yj^y /'//Y^^ ^j^ y^^y/// ^/V^^X 

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Lat 43° 04 10' 649 r/f^/'s rSto^/o/r A5- o/r ffye Ca/7acf/a/7 s}<y6f^ of Me 
LONG 7" 9 0342..7II /y/a^ara. /T'/yey o// ^i/7o////' ^ S/^/^y/- c^/'s/a/7C(S. 

(iZ'Of^e Z^e- /^/-<s&e. j^^?y/rs of/f/e. ^/^/^/vi? 
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/'/rcj^ C^^/cp^tfyT- yik:/// /£'^i'£/f£f //z/i> ^_ yy^^Z■ ///f?'/f ^Jf^^//^^ ^^>^^yf a/i^<i'iy/' 3 
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— ///a^a-ra /Ft^'er 



^'' 







D>s-f-an<:e5 /'nfeei 



C&j'rf.rrj. 



DESCRIPTIONS OF TRI ANGULATION STATIONS. 



PRESERVATION OF NIAGARA FALIvS. 



109 



U. S. Lake Survey. Preservation of Niagara Falls. 



2-Table 34. 



^ 



Lat. 
L one. 



43 04- 
79 OZ 



41.963 
4S.4 TO 



G?{ASQ ISJ.. 
of Ms /-/W/l^ej^ c/^Z/fp o/f M£ yy<?s/ s/'i/e of 




Dis faeces /rr /ee.-^. 



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e>^r//^a,^^ce oy Me /aaA,f>ry oA y/f'e. //a/^^iy/ 



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43''o4-' 



46U99 



79 03 46. i 66 



y^ Goat I su. 

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/ / 



OOAT Js^/i/v^ 



CrOAifS 



DESCRIPTIONS OF TRI ANGULATION STATIONS. 



no 



PRESERVATION OF NIAGARA FALLS. 



U. S' Lake Survey. Preservation of Niagara Falls. 



3-TaBLE 34. 



Lat 



43° 04 53'2.6 6 
73 OA- 4-S.6 63 



A TRANS FORMER 









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1 t 




On/ar'/o /^oiveJ'lZ. 




Transformer 




//ai/se- 





L AT ■ 
LO N G- 



43 
79 



05 
OA- 



9.037 
08.307 



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DESCRIPTIONS OF TRIANGULATION STATIONS. 



PRESERVATION OP NIAGARA FALLS. 



Ill 



U. S. Lake Survey. Preservation of Niagara Falls. 



4-Table 34. 



L/\ir. 
Long. 



43 OS 
73 O^ 



\9.676 



2\ Park 

y^'e cyy/ce. oy y/y<s: y'=^y/f' Siyyi^yry-yyyy^^yyyyyyryZ /•& ^^ Oi//is/<y£ //^iS y/-^?y;^ 

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43° OS"' ie."3a& 


Long. 


79 o^ oo.&s-f 



y^ S R I DGET 

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DESCRIPTIONS OF TRI ANGULATION STATIONS. 



112 



PRESERVATION OF NIAGARA FALLS. 



U. S. Liike Survey, Prcser\-atiou of Niagara Falls. 



5-Tabi.e 34. 



^ DA M 
L/^T. 43" 04' 5 2 '.'9 4- T/f/s sA^^/'/c'//, es/^a^Z/js^^'iSiS^ /^ /^^^S /o^ y/^s. 
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L/? 7-. 
Lono. 



43° 04-' 3 3'.' 09 
79 04- 4S. Z6 



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y/^/'S ^yayya>yr ^ <^-s y^y^y/sA^'ai />^ y^O^ y^ O'y):/ 
/yy ^^yyj^^'^y c> y y^'S £::yy^y <py y^y^£ y=7yy/-s^ Js 
oyy yy^e^ <C/?-y^cf a^y'<^yr y'/yyyyjr t?y /i/'e. Zt'/ tyey 
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3 E.o.Co. 



Cak TW/3e.MS 



DESCRIPTIONS OF TRIANGULATION STATIONS. 



PRESERVATION OF NIAGARA FALIyS. 1 13 

U. S. Lake Survey. Preservation of Niagara Falls. 6-TaBLE 34. 

La,t. 43" 04-' 5i"6S r^'/s ~s/a//b^, as/^jVas/t^^/ J^ /Sf(i>^ x2> cn^y^/j^^ef/ //>& 
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■Styy^ya£yyy<ys' y'y. 



DESCRIPTIONS OF TRI ANGULATION STATIONS. 



114 



PRESERVATION OF NIAGARA FAI^LS. 



U. S. Lake Survey. Preservation of Niagara Falls. 



7-Table 34. 



LAT 

Long 



43 
79 



OA- S9.2.Z 
OA- I6.4f 



^ BLvrr 

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Lo h o 



4 3' 
79 



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04- 38.57 



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tV^ ^^.^ y^si ^a. £7yr y y^ray^/f-^e aC US j^S 



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Lone 



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y>ay^ x<:ycy o^ysz/yc cy /y^ yy^^/^y y'S'^y/yf^j ^s'o 

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Z^Q. 



.Sl^/^ ~^~rr::^—~^lrorT ffat/Zr,^ 



LAT. 

LONG 



45" 
7S 



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04- 



19. le 

2.6. 1 



y/f/s syayJo/!'^ ^.syyryy/.syz^y y^^ yy^ y/ y ^/<? /-e, 

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yy£ oyyyce. oy yy<^ ^^yyyy^yyyyyyyyyyyyyy^ JV. 9 
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yy<f yTray'yy y^y'yyyyyfjy . ^^fAfy^fy yis yyyy^y-y^^ y^ <z y>'y^j-£ y^^yy ^^y 

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yyye. iyyy^PSe y2y/v ys yyty^y yjyyy^ yyra >^>*'-/r. 



DESCRIPTIONS OF TRI ANGULATION STATIONS. 



PRESERVATION OF NIAGARA FALLS. 



U. S. Lake Survey. Preservation of Niagara Falls. 



"5 

8-Table 34. 



LaT 43 OS 0\.IS 
LONG. 79 04 14.73 



^ L U N /\ 




6f Drill hole 



^ W/^ L 1_ 
L/<7- -43 04 48.71 T/^/sS s/^/^/c>/^ , £^A7/i>//^/reaf /or- &o'y^yed/' o/ 

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43" 
79 



04' 
04 



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/■y^e Aor^/Zo (Co/7y^/7t oy? //7e /^yy/? /?<r/yf^ 
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La t. 
Long. 



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04- 
04 



S0.03 
2.4.57 



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<2. C'y<s>\s^'S /yT' y^/yi^ Z<i'/c^ c^/ y^y/ S /yrc^ ^fo^ye ^yi^cs/^ J>y:yy/\:a^ /d? yyrcy^<r^ 
yf7&yy<^*<y yyjre:, .5,!i^x^y^^£- ^^yyy£?^yya^yeaf ^y a^ /y/ ^ce^ o / fy/yW^ yy^/^/'cy^ 

DESCRIPTIONS OF TRI ANGULATION STATIONS 



Il6 rRKSER\'ATHlN OF NIAGARA FALLS. 

l.;Uit\uU'. 4,i° 05' 16.S7"; longitude, jii" 04' .-7, So". 

This station. est;>l>lisl>i.\l by the Now York State survey in 1S90, is iu Victoria Tark. lietween the railing and the cliff, jcj feet from the north- 
east awuer of nviliug at RaniWeis Rest, the lirst stone resthousc above the Steel Arch Briilge. Center is marked by a brass bolt s inch in 
diameter set iti the r\Kk. 

AC. 
Latitude. 4^1*05' ii.oo": longitude, 79** 04' 31.91". 

Tliis station, established by the New York State snrwy in 1S90. is iu Victoria Park, between the railing and the clifl, .-j.j feet northerly 
of pipe of drinking fountain south of Uantblcrs Rest. Center is a cross on a stone monument 6 inches square set flush with the surface. 

AT. 

• LiXtitude. 4^;* 05' 04.56"; longittide, 79*^ 04' 36.4S". 

Vhis station, establishe<l iu 1S90 by the New York State survey, is in Victoria Park, between the railing and the cliff, 6; paces southerly of 
Inspiration Point, the lirst stone rest house below the refectory. Center is a cross on a stone monument 6 inches square set flush with the surface. 

AK. 

Latitude, 4,^* 04' 49.90": longitude. 79° 04' 4S.6S". 

This station, establishevl iu 1S90 by the New York State survey, is on the Canadian side of the river, on the top of tlte high bluff overlooking 
the FslUs. on a prominent point somewhat lower than the top of the bhUT, on line with pumping station imd center of Horseshoe Falls, Center 
is a cross on a stone monument inches square set thish with the surface. 

AL. 

Li\titude, 43° 04' 4SsSs"; longitude, 79° o.t' S3sj3". 

This station, established in r,<oo by the New York State survey, is on the Omadian side of tlie river, ou the high bluff overlooking tlie Falls, 
on the lirst prominent ^x^int northerly of end of high bank to east of Michigan Centr;U Rsulroad tracks, north of Falls View Station. Center is a 
crv)ss ou a stotie monument inches squiire set tlush with the surface. 

A Semaphore. 
LiUitude, 43* 04' 44.71": longitude, 79* 04' 55.51". 

This station, established in 1905 by the Unitcxf States GeologiaJ Sur\-ey. is on the top of the west bank of the railroad cut, opposite a small 
sltelter house, near north end of terr.tee at Falls \iew Station, Ontario, ; feet from tlic right-of-way fence, on line between Bumiog Springs House 
suid a semaphore. Caiter is the center of im S-inch iron pipe sunk several feet into tlie ground. 

Table 33. — Permanent bencJi marks by precise level line. 

[Elev-ations above mean tide. New York (adjusted Ie\-cls, 1903). 1 

[Sec Report of Cliief of Engineers, 1903, p. J7S1.] 

Pkrm.\nknv tiKXcn m.\kk, B^n^F.\t.0 IjGin'iioosin is in Buffalo, N. Y., on plinth of most northerly Buffalo Lighthouse, soutli of United 
States pier (and connected with the pier) and in line with Erie Street, being the top of a high point on the east comer and upper surface of plinth. 
Kle\*ativin, 590.101 feet. 

P8RM.\Ni>xv KKNCH M.VRK, lNTKKN.\.TioN.\i. Bkipgk No. 3, is in Buffalo, N. Y., ou a projection of stone in fourth course of masonry below 
bridge seat on north end of east abutment of International Bridge over nuun elianuel of Niagara River, being a square cut on stone, 1,735 meters 
below bridge seat and 1.150 meters back of the northwest comer of abutment, Uie stone above being m^ked in white piunt thus: ' '"gj ' " 
Ele\-atiou. 5S--..-5Sfeet. 

PUKM.\NKXT BKNCn M.\KK, Gr.\KP I.ocK. is iu Buffalo. N. Y., in the center of coping stone on towptith side of guard lock of Erie Canal, 600 
meters below InteraatiomU Briilge over the Erie Canal at Black Rook, being the highest point in smiJl square cut in the southeast corner of 
larger suuare, which is optxwite the hinge of the upv^er sate and 7 meters below upper end of lock, marked thus: Q. Elevation, 576.454 feet. 

PUKXHNKX'T BKNCH M.\KK. W.KTURWOKKS, is ill BtltTalo. N. Y., OU stonc window sill of center window on the river side i\f main building of 
pumiving station of the ButTalo waterworks, being the center of a brass bolt leaded horiiontally into stone 6 inches from north end of sill and 35 inches 

U.S. 
above the water table at the grvnind, marked thus: C Klex-ation. 5,<;.So4 feet. 

P. B. M. 

PSRM.\XKXT BENCH M,\RK. ToN.\\v.\xp.\ No. J. is ill Toiiawaiida, N. Y,. on the northeast surface stone of the south abutment of the Tonaw-anda 
I>am, being the top of a high point between boltixl ir^in Kxrs in small square inside of large square cut on top of stone. Elevation. 575.146 feet. 

Pkkm.vn-kxt bknch m.\rk. L.\S.m,h! No. i. is in Ui Salle. N.Y., just south of the La &ille Station, ou the northwest comer of bridge seat of 
Csist abutment of Uie New York Central & Hudson River Railroad bridge, over Cajiipi Creek, being tlie top of a square cut on stone. Elevsition. 
571.6H feet. 

Pkrm.wkkv bknou m.\rk. EciioT.\, is in Niagara Falls, N. Y., ou the vrest end of stone door sill of west door on south side of tlie New York 
Central & Hudson River Railroad station, o;Ulevl •■ Echota," being the top of a small square in the soutlieast comer of a larger square cut on the 
stone. lilcN-ation. 57.1.9^^ feet. 

PhRM.\NKKV BKNCH M,\RK. Ni,\o.\R.\ No. --. is in Niagara Falls, N. Y,. on window sill of first window west of norUieast comer of Niagara Falls 
Power Co.'s powi:r house tNo. t\ being tlie top of a bra-ss Kilt leaded vertically in cast end of stone. ?'j feet frvrni front of building. 5 inches back 
frvmi front edge of window sill, 7 inches west of east side of window, and on side of building facing Buffalo Avenue. Elex-jition, 571.8^7 feet, 

Pkrm.vxknt BKNCH M.\RK. St'srKNsioN Bkipok. is iu Niag;>ra F;ills. N. Y,. on the northwest corner of passenger station callevi SnsiH-nsion 
Bridge ou the New York Central & Hudson Ri\-er Railroad, being tlie center of a brass bolt ICiidcvl horiiontallj- into center of se\-enth stone 
abo\'C tlic vr.iter table, 4.5 inches abov« the platform, and 6 inches south of the nortliwcst comer of the building. Elevation, 5&4s377 feet. 



PRESERVATION OF NIAGARA KALIvS. II7 

Table 36. — Permanent bench marks by wye levels. 
[Elevations above mean tide. New York (adjusted levels. 1903).] 

Permanent duncii mark, Ulack Crkkk, is in Black Creek, Ontario, being a square cut on the southwest corner of upper plate under the 
northwest corner of the highway bridge over Black Creek. Elevation determined by duplicate level lines from permanent Vjcncli mark. Chippawa. 
Elevation, 570. 554 feet. 

Pkrmanknt dkncii mark, Chippawa, is in Chippawa, Ontario, being a square cut on top of stone water table at southwest corner of Balti- 
more Hotel, on the corner of Front and Bridgewater Streets. Elevation determined by duplicate level lines from permanent bench mark, Toll. 
Elevation, 571. 670 feet. 

PrlKMANiJNT uivNCii MARK. T()L,i,, is in Niagara Falls, Ontario, being a point on stone in the fourth course below middle window on the west 
side of the Canadian customs and toll station at the west end of the Upper Steel Arch Bridge. Elevation determined by duplicate level lines from 
permanent bench mark, Arch. Elevation, 525.918 feet. 

Pi^KMANENT iiJ',NCii MARK, Arcii, IS in Niagara Falls, N. Y., on the retaining wall at the east end of the Upper Steel Arch Bridge, being the 
top of a brass bolt leaded vertically into the stone, 20.4 feet southwest of the southwest edge of bridge plate. 1.55 feet from the outer edge of the wall, 

U.S. 
and 29.1 feet from southwest end of wall, marked O Elevation determined by duplicate level lines from permanent bench mark. Park, and 

B.M. 
vertical measurement with steel base wire. Elevation, 361. 172 feet. 

Permanent bench mark, Park, is in Niagara Falls, N. Y.,on the northeast corner of the administration building, NewYork State Reserva- 
tion, directly tmder north window on the cast side of the building, 10.3 feet from the northeast corner, being the top of a brass bolt leaded vertically 

U.S. 
into the water table, marked thus: O Elevation determined by duplicate level lines from pennancnt bench mark, Niagara No. 2. Eleva- 

B. M. 
lion, 556.406 feet. 

Permanent BENCH mark, nRincK No. i, is in Niagara Falls, N. Y.. being thetopof abrass bolt leaded vertically into the top of large bowlder 
at south end of retaining wall at abutment of Michigan Central liailroad bridge over Niagara River. The bolt is 15 feet from abutmc-nt and 113 

U.S. 
feet from inclined railway building, marked thus: O Elevation determined by duplicate level lines from permanent bench mark, Suspen- 

P. B.M. 
sion Bridge, and vertical measurements with steel base wire. Elevation, 363.580 feet. 

Permanent bench mark, Bridge No. 2, is at Niagara Falls, N. Y., 6 feet from the water's edge, 362 feet south of the south side of the abut- 

U. S. 
ment of Michigan Central Railroad bridge in the gorge, being the top of a brass bolt leaded vertically into a large flat rock, marked O Eleva^ 

P. B. M. 
tion determined by duplicate level lines from permanent bench mark, Bridge No. i. Elevation, 345.284 feet. 

Temporary bench mark. Paper, is in Niagara Falls, N. Y..on the wall on the northerly side of the intake canal of the Niagara Falls Power Co. 
at the west end, being the top of the west anchor bolt holding a large iron chock just west of the automatic gauge of the power company. Elevation 
determined by duplicate level lines from permanent bench mark, Niagara No. 2. Elevation. 567.288. 

Permanent bench mark, Sili-, is on the stone sill of the basement window on the west side of the office of the Buffalo Smelting Works at the foot 
of Austin Street, Black Rock, Buffalo, N. Y., being a smoothed square sunk slightly below the level of the sill. Elevation determined in 1900 
by duplicate level lines from permanent bench mark Guard Lock and permanent bench mark International Bridge No. 2. Redetermined in 
1907 by several duplicate level lines from permanent bench mark Guard Lock. Elevation. 574.762 feet. 

Permanent bench mark, Port Day, is in Niagara Falls, N. Y., on the west side of the canal of the Niagara Falls Hydraulic Power & Manu- 
facturing Co., at its head. 25 feet from the Niagara River. 50 feet from the canal, 18 feet from an iron electric-light pole, 6 feet from a double box- 
wood tree, being the top of a conical iron bolt leaded into the top of a cut stone 6 inches square projecting 4 inches above the surface of the ground. 
Elevation determined by several duplicate level lines from permanent bench mark Niagara No. 2. Elevation, 567.165 feet. 

Permanent bench mark, Copper Bolt, is in Niagara Falls, N. Y., on the retaining wall on the southerly side of the canal of the Niagara Falls 
Power Co., 87 feet west of power house No. 2, being the top of a copper bolt leaded into the top of the coping stone. Elevation determined by 
duplicate level lines from permanent bench mark Niagara No, 2. Elevation, 567.216 feet. 

Permanent bench mark. Whirl, is on the American side of the Niagara River at the Whirlpool on the ledge of flat rock extending into the 
river at the point, only a few inches above mean stage of the river, 20 feet from the west edge of the ledge, 35 feet from the north edge and 35 feet 

B.M. 
from the corner, being the top of a brass bolt leaded vertically into the rock and marked O Elevation determined by four lines of levels 

WHIRL, 
from permanent bench mark Bridge No. i. Elevation, 294,426 feet. 

Permanent bench mark, Whirlpool, is on the Canadian side of the Niagara River at the Whirlpool, 750 feet from point at entrance to Whirl- 
pool, 275 feet south of a small creek, being the top of an iron bolt leaded vertically into the top of rock ledge 1.9 feet from its water edge, marked 
U.S. 

O Elevation determined by careful river crossings in duplicate from permanent bench mark Whirl. Elevation, 297,040 feet. 
P. B. M. 

Permanent bench mark. Pool, is on the Canadian side of the Niagara River at the Whirlpool, about 40 feet north of permanent bench 

B.M. 
mark Whirlpool, on the same ledge of rock close to the water's edge, being the top of a brass bolt leaded vertically into the ledge, marked O 

POOL. 

Elevation depends on duplicate level transfer from permanent bench mark Whirlpool. Elevation, 297.731 feet. 



iiS 



PRESERVATION OF NIAGARA FALLS. 
Appendix v 



VOLUME OF RIVFR FLOW BY THREE WEIRS — VARIATION AT GAUGES — FLOW IN POWER AND HYDRAULIC 
CANALS FOR SHUTDOWN PERIODS — WATER SURFACE ELEVATIONS AT VARIOUS GAUGES DURING 
SHUTDOWN PERIOD. 

Tabi.B 4:1 .—Dischargo of Niagara Rher — Comparison offloic by tlinr vcirs. 



>90S, 

July 13 

July 14 

Jvily IS 

July 16 

July I? 

July >S 

July 19 ' 

July so > 

Julj' ai > 

July aa' 

Julysi" 

Jull'34' 

July 35' 

July 26> 

Julysji 

July aS « 

Julj- JO ' 

JuLvjo' 

Julyji' 

Aug. 1* 

Aug. a ' 

Aug.s 

Aug. 4 

Aug.s 

Aug. 6 



Initial weir. 



Buffalo 
gauge. 



S7o' 

S"3- 
S73- 
S7o- 
S"3- 
573' 
S73' 



573 
S73' 
573 
573 
573' 
573 
573' 
S73' 
572' 
573- 
573' 
573 
573- 
573 



River 
discharge. 



aaj,90o 
334. 100 
335.400 
333.300 
330.700 
331.100 
336.300 

331. 300 
330.500 
324.800 
330.500 
8I6.OOO 

aiS. 500 
319. 100 

331. Soo 
331. SOO 

331.400 

331.000 
333.700 

3l6. 700 

331.400 

319. Soo 

333. 700 

337.700 

aas.aoo 



Whirlpool Rapids. 



Suspcnsdou 
Bridge 
gauge. 



343.47 
343.47 
343. so 
343. 33 
343-35 
343- as 
343.53 
343. 15 
343. u 
343.47 

341- 99 
341.55 
341- S3 
341-90 
343. 13 
343- 35 
34.-. 31 
343. 16 

343. 33 

341-57 
343- 05 
343.03 
343. 35 
343.91 
343. 55 



River 
discharge. 



334.000 
334.000 
334.300 

331. 700 

331. Soo 
asiiSoo 
934.500 

830.. 900 

330.500 

a34.ooo 
319.300 
315.000 
317. 700 
31S.400 
330.700 
331.900 
331.500 
331.000 
aai.600 
ais. aoo 
319.900 
319,600 

333. SoO 

aaSt40O 
324.800 



Difference. 



•^ 100 

— 100 

— 1, 100 

— 600 
+1.100 
+ 700 
— l.Soo 

— 300 

o 

— Soo 
— 1.300 
— 1.000 

— Soo 

— 700 

— I, loo 
+ IQO 
+ 100 

— 600 
— I.IOO 

— 1.500 

— 1.500 

— 300 
+ 100 
+ 700 

— 4CO 



Lower Rapids. 



Wliirlpool 

.c.uige. 



394.10 
394-19 
394-33 
393-94 
394-94 
394-99 



393.84 
394.19 
393-73 
393-36 
393-55 
393-64 
395.84 
393.96 
393-90 
393-94 
393-95 



394.06 
394-64 
394-34 



River 

discharge. 



334,000 
334,800 
335,300 
333,600 
331,800 
233.300 



331,600 
334,800 
330.600 
316.400 
219,000 
319, Soo 
331,600 

333, TOO 
333,300 

33a, 600 

333, 700 



333,700 
339,000 
335,300 



Difference. 



xoo 
700 
300 



+1.100 
+ 1, 100 



+ I.100 

o 
+ 100 
+ 400 
+ 500 
+ TOO 
— 300 
+ 900 
+ Soo 
+1,000 



+ 1.0CO 
+ 1.3CO 
+ 100 



* Shutdowni 

Q"3.9ii» (11.63+ Buffalo— 5:015. 

0^1,137 (;6.59+S«spensioii Brid.ge— 335.0)3. 

Q~x.ooS (33.59+ Whirlpool— 39o)i. 



* Partial shutdown. 



PRESERVATION OF NIAGARA FAI,LS. 
Table 43. — Slope of Niagara River — Effects of variation in water diversion. 



119 



Date. 


Time. 


Buffalo. 


Austin ■ 
Street. 


Buffalo, 
3 hours 
early. 


Schlossers 
Dock. 


Chip- 
pawa. 


Grass 

Island. 


Wins 
Dam. 


Ontario 

Power 

Co. Fore 

bay. 


Prospect 
Point. 


Horse- 
shoe. 


Mean 
water 
dver- 
sion. 


a 


b 


c 


d 


e 


£ 


g 


h 


i 


k 


1 


tn 


u 


1908. 
July iS 


8-24 
4-24 


573- 49 
573- 26 


S68. 26 
568. 07 


573- 56 
573- 33 


564- 38 
564. 28 


S63- 36 
563. 29 


562. 65 
562. 76 


S58. 60 
558. 56 


559- 49 
559- 49 


513.97 
512.97 


508. 74 

508. 75 


8,400 




700 




Difference 


-0.23 

+0. 23 


—0. 19 
+0.19 


-0.23 
+0.23 


—0. 10 

+0. 14 


—0. 07 
4-0. 13 


4-0. II 
4-0. 13 


4-0.04 
4-0. 10 


0.00 
4-0. 10 


0.00 
4-0.03 


-fo. 01 
4- 0. 10 


7,700 


Correctioa for Buffalo, . 












0. 00 


0.00 


0. 00 


+0.04 


4-0. c6 


4-0.24 


4-0.14 


4-0. 10 


4-0.03 


4-0. II 






8-33 
8-24 






573- 15 
573- IS 


567.97 
567. 97 


573- IS 
573. 16 


564- 18 
564. 16 


563- 20 
5(>3- 14 


562. 66 
562. 46 


558.41 
558. 36 


559- 34 
559- 26 


512.91 
512.90 




1,600 


July 28 


7j300 








+0. 00 
0. 00 


0.00 
0.00 


+0.01 
— 0. 01 


—0.02 

—0.01 


—0.06 
—0.01 


— 0. 20 
—0.01 


—0.05 
0.00 


—0.08 
0.00 


—0.01 
0.00 






















0.00 


0.00 


0.00 


—0.03 


—0.07 


—0. 21 


—0.05 


—0.08 


—0.01 








8-22 
2-19 








573- 13 
573- 14 


567-85 

567. 97 


573- 00 
573. 14 


564- 01 

564- 16 


562. 98 

563. 20 


562- 33 
562. 67 


sss. 28 
558. 48 


559- 29 
559- 44 


512. 89 
512.93 


508. 46 
508. 62 


7,800 
1,200 


Aug. 2 






DiSerence 


+0.01 
— 0. 01 


+0. 12 

—0.01 


+0. 14 
—0. 14 


+0. 15 
—0.08 


4-0. 22 
—0.08 


4-0.34 
—0.08 


-fo. 20 
—0. 06 


4-0. 15 
—0. 06 


-fo. 04 

— 0. 02 


-fo.i6 
—0.06 


6,600 














Corrected 


0. 00 


+ 0. II 


0.00 


+0.07 


4-0. 14 


4-0. 26 


4-0. 14 


4-0. II 


4-0.02 


4-0. 10 






2-19 
I-16 






573- 14 
573-" 


567- 97 
567.90 


573- 14 
573- 06 


564- 16 
564.09 


563. 20 
563- 07 


562. 67 
562.42 


558. 48 
558.39 


559-44 
559-33 


512.93 
512.90 


508. 62 
508. 50 






7,200 




Difference 


—0.03 
+0.03 


0. 07 
+0. 02 


—0.08 
+0.08 


— 0. 07 
+0.04 


-0.13 
-1-0.04 


-0.25 
4-0.04 


— 0. 09 

4-0. 03 


—0. II 
-fo. 03 


—0.03 
4-0.01 


—0. 12 
4-0.03 


6,000 


Correction for Buffalo 












Corrected . . . 


0.00 


—0.05 


0.00 


—0.03 


—0.09 


—0. 21 


—0.06 


—0.08 


—0.02 


—0.09 










Residuals from table: 


0. 00 
0. 00 


+0. 10 
+ 0. 15 


0. 00 
0.00 


—0.05 
—0. 01 


4-0.08 
4-0. 14 


4-0. 13 
H-o. 17 


4-0.13 
4-0. II 




4-0. 050 

-+-0. 036 




7-890 
7.S50 














Mean 


0.00 
0.00 


+0. 12 

+ 0. IS 


0.00 
0.00 


—0.03 
4-0.04 


4-0. II 
4-0. 23 


4-0. IS 
+0.39 


4-0. 12 
4-0.16 




4-0. 043 
4-0. 054 




7,720 


July 20-27 
















0. 00 


+0.03 


0. 00 


+0. 07 


-|-o. 12 


4-0. 24 


+0.04 




-f 0. on 




6,050 









I20 



PRESERVATION OP NIAG.\RA FAI.LS. 
Table 44. — Flow throiigh canal of the Niagara Falls Power Co. conveyor meter. 









Rat- 
ing. 


Inde.-; 

velocity. 


Mean 
velocity. 




Dis- 
charge. 


Gauges. 






Dote. 


Time. 


Meter. 


Area. 


Grass 


Section 


Fall. 


Remarks. 


















Island. 


No. I. 






IQOS. 
























June 13 


II-I2 


iB 














S62. 18 




Paper canal running. 




13-14 


iB 




3.01 


3.46 


2,150 


7,439 




562. IS 






J4-IS 

IS-I6 


iB 
14B 




2.96 
2.90 


3- 40 
3.23 


2,14s 
2,233 


7,304 
7,190 




562. 13 
563. IS 














16-17 


14B 




2.S9 


3.21 


=, =34 


7. 171 




562. 14 






June i^. 


9-10 


iB 




3-35 


3. 73 


2.206 


8,184 




562. 06 




Do. 




lo-ii 


iB 




3-39 


3.76 


2. 211 


8,313 




562.09 








II-I3 


iB 










7.735 
7.536 












I4-IS 


15B 




3.03 


3-36 


= 1243 




562. 27 








IS-I6 


15B 




3.01 


3-34 


=•=45 


7.498 




562. 28 








15-17 


15B 




2.96 


3.2S 


2.236 


7- 334 




562. 24 








17-1S 
12-13 


isB 
15B 




a. 97 
1.63 


3.39 


=.=33 


7, 346 
4.626 




563. 21 
S62. 66 






June 14. 




Paper canal closed; Sunday. 




li-14 

14-15 


15B 

15B 




1.63 
1.66 


3.07 
2. 10 


2.23s 
=,=44 


4,626 

4.712 




562.66 
562. 71 












15-16 


15B 




1-59 


2.02 


2.256 


4.557 




562. 78 








16-17 

17-iS 


isB 

ISB 




1.56 

1.61 


I. 9S 
3.05 


2,363 
2,251 


4^479 
4,614 




562.81 
562. 75 












June 15. 


S-9 


iB 




2.06 


2.2S 


3,281 






562. S2 




5 wheels, paper company. 
Do. 




9-10 
lo-il 


iB 
iB 




2. 11 


2-33 


2, 281 


5.315 




563. S3 

562. s6 

563. S7 








6 wheels, paper company. 




11-12 


iB 




2. 12 


=•35 


2,290 


5,381 






July I... 


9-10 


iB 




2. 29 


3. 54 


2,274 


5,776 




562. 48 
562. 48 




Paper canal running. 




lO-ll 


iB 




2.24 


3. 4S 


3,374 


5, 639 








11-ia 


iB 




2.16 


2.40 


2,276 


5,464 




562. 51 








IJ-13 


iB 




2.07 


3.30 


2,287 


5. 260 




56=. 55 








13-14 
14-15 


iB 
iB 




2. 12 
2.17 


=■35 
2.41 


3,281 
3,285 


5,360 
S>S07 




562. 52 
562. S4 














15-16 
S-9 


iB 
14B 




3. 12 
2.23 


=.35 
=•47 


2,283 
2,258 


5,36s 
5,575 




562. S3 
562. 39 






July 9... 




Do. 




9-10 
10-11 
11-12 
11-13 
13-14 


.4B 
14B 
14B 
14B 
14B 




2.2S 
2.28 
2.20 
2.20 
3.25 


=•53 
=•53 
2.44 
3.44 
=■49 


3,360 
3*356 
3,372 
2,278 
2,271 


5.71S 
5, 708 
5,543 
SjSsS 
5. 655 




562. 40 
562. 42 
S62. 47 
562. so 
562. 46 
































14-15 
IS-16 


14B 
14B 




2.26 
2.25 


2.50 
2.49 


2,271 
2.26S 


5,678 

5.647 




S63. 46 
563. 4s 












July 17. . 


14-15 


isB 




2.41 


3.67 


=•334 


6.232 


562. 88 


S62.81 


0.07 


Do. 




15-16 


15B 




2.5S 


2.S6 


2,328 


6.65S 


562.88 


563. 78 


. lo 






16-17 


15B 




3-57 


3.SS 


2,307 


6,575 


562. 78 


563.66 


. 12 




JulyiS.. 


9-10 


15B 




2.47 


2. 74 


2,292 


6,2So 


562. 70 


562. sS 


. 12 


Do. 




10-11 


15B 




2.63 


2.92 


3,300 


6,716 


562. 73 


563. 62 


. 10 






11-12 


15B 




2-57 


3.Ss 


2,307 


6,575 


562. So 


S62. 66 


•14 






12-13 


ISB 




=■33 


3.5S 


3,3=7 


6,003 


562. S6 


562. 77 


.09 






13-14 


15B 




2-33 


2.5S 


3,330 


6, oil 


562. SS 


S62. 79 


.09 






14-15 


15B 




=■35 


2.60 


2,3=6 


6,04s 


562.84 


56=. 76 


.oS 






15-16 


15B 




2.30 


=■55 


3,319 


5,914 


562.81 


563. 73 


.08 






16-17 


15B 




a. 30 


=■55 


2.309 


5,S8S 


562. 74 


563. 67 


.07 






17-lS 


15B 




2.34 


2-59 


2,290 


Si 931 


562. 66 


S62. S7 


• 09 




Aug. 3 . . 


s^ 


isB 




2.41 


3.06 


2.167 


6, 631 


562. 40 


563. 25 


•15 


Paper canal closed. 




9-10 


15B 




2. 17 


=■ 75 


3.190 


6.023 


562.44 


S63. 3S 


.06 






10-11 


15B 




2.13 


2. 70 


3.19s 


5.926 


<:62. 46 


562.41 


•OS 






11-12 


isB 




2. 12 


2.69 


=.197 


5.909 


563. 4S 


562. 42 


.06 






15-16 


15B 




2.14 


2. 71 


3.194 


5^9=4 


562.48 


562. 40 


.oS 






16-17 


isB 




2.16 


=■74 


=,iSS 


5; 995 


562. 46 


S62.37 


.09 






17-lS 


15B 




3.29 


2.90 


=,178 


6.316 


562. 43 


S62.31 


.13 




Aug. 4. . 


lO-ll 


15B 




2.13 


3. 70 


=,197 


5-93= 


562. 52 


562. 43 


.10 


Do. 




11-12 


isB 




2.10 


2.66 


3.197 


5,844 


562. 50 


563.43 


.oS 




Aug. 6. . 


9-10 


isB 




3.60 


3.30 


3,304 


7, =73 


562.63 


562. 46 


•17 


Do. 




10-11 


15B 




2.6l 


331 


3,190 


7, =49 


562.63 


563.44 


•19 






11-12 


15B 


4 


2.60 


3.30 


2,193 


7 .=34 


562. 63 


562.43 


.19 





PRESERVATION OF NIAGARA FAI.LS. 

Table 45. — Flow through canal of Niagara Falls Hydraulic Power & Manufacturing Co. 
NEW YORK CENTRAL SECTION. 



121 



190S. 



June 13 . 



June 14. 



July 33. 



July 24. 



July 27- 



Aug. 2 . 



Time. 



10. 00-11. 00 


I4B 


II. 00-12. 00 


I4B 


13. 00-14. 00 


I4B 


14. oo-is- 00 


I4B 


15. 00-16. 00 


:i4B 


16. 00-17. 00 


14B 


17. 00-18. 00 


14B 


12. 00-13. 00 


14B 


13.00-14.00 


14B 


14.00-15.00 


14B 


15. 00-16. 00 


14B 



Meter. 



Rating, 



Revolu- 
tions per 
second. 



Index 
velocity. 



1-33 
1.36 

1. 22 
1. 13 
1. 17 

I. 54 
1-59 
I. OS 
1.08 
I. 12 
I. 02 



Mean 
velocity. 



LIS 

1. 18 
1.06 

.98 
I. 01 

1-34 
1.38 
.91 
•94 
'97 



MAIN STREET SECTION. 



igo8 
July 17 

July 20 

July 21 

July 22 



July 28 

July 29 
July 30 
July 31 
Aug. z . 



00-16. 00 
00-17. 20 
00-17. 00 
00-17.30 
30-10. 00 
00-11.00 
00-13. 30 
00-15.00 
00-16. 00 
00-17. 00 
00-13.00 
00-14.00 
00-15. 00 
00-16.00 
40-10. 00 
00-11. 00 

00~I2. 00 
00-15.00 
00-16. 00 
00-17. 00 
00-18. 00 
00-23. 00 
00-24. 00 

00- o. 30 
30- 8. 00 
00- 9. 00 
30-12. 00 
30-17. 30 
00-12. 00 
00-15. 00 
00-16. 00 
00-17. 00 
00-18. 00 
00-22. 00 
00-23.00 
00-24. 00 
00- 2. 00 
00- 3.00 
00- 4. 00 
00- 5. 00 
00- 6. 00 
00- 9. 00 
00-10. 00 
00-11. 00 



I4B 


7 


I4B 


7 


isB 


3 


ISB 


3 


isB 


3 


15B 


3 


isB 


3 


15B 


3 


isB 


3 


isB 


3 


isB 


3 


15B 


3 


15B 


3 


15B 


3 


isB 


3 


isB 


3 


I5B 


3 


iB 


S 


iB 


8 


iB 


8 


759 


A 


759 


A 


7S9 


A 


759 


A 


759 


A 


759 


A 


759 


A 


759 


A 


759 


A 


759 


A 


759 


A 


759 


A 


759 


A 


759 


A 


759 


A 


759 


A 


759 


A 


759 


A 


759 


A 


7S9 


A 


759 


A 


7S9 


A 


759 


A 


759 


A 



o- 73 
•77 
•99 
i.o5 
1.08 
1.07 
I. 00 
I. 02 
1.05 
I. 02 
I. 20 
I. 17 
I. 18 
I. II 
I. 12 
I. II 
L13 
I. 02 
I. 06 
I. 02 
•59 
.60 
.60 
•58 

• 57 
•57 
•53 

• 67 
.65 
•S5 
•56 
•55 
•54 
•52 
•52 
•51 
•49 
•49 
•49 
•50 
•49 
•38 
•37 
•36 



1-39 
1.47 
1.50 
1.48 
I. 40 
1.42 
I. 46 
1.42 
I. 64 
I. 60 
I. 62 

'•53 
1.54 

■•53 
1.56 
L32 
1-37 
L32 
J-SS 
I. 40 
I. 40 
1-35 
L33 
1-33 
1.24 
L57 

LS2 

I. 29 
1-31 
I. 29 
I. 26 
I. 22 
I. 22 
I. 19 
I. 15 

LIS 
LIS 
I. 17 
I- IS 
.89 
.87 
.84 



o- 75 
■ 79 
I. 12 
L19 
I. 21 
I. 19 
L13 

LIS 
I. 18 

'•IS 
1-32 
I. 29 

1.31 

L23 
1.24 
L23 
I. 26 
I. 06 
I. II 
I. 06 
L II 

1^13 

I- 13 

I. 09 

1.07 
1.07 

I. 00 

1.27 
L23 

I. 04 
I. 06 
I. 04 
1.02 

.98 
.98 
.96 

■93 
•93 
•93 
•94 
•93 
•72 
.70 
.68 



.734 
>733 
;74I 
.742 
.740 
>729 
, 722 
,753 
,7S6 
,7S8 
,768 



1,500 
1,500 
1,529 
1,540 
1,546 
i,SSo 
1,553 
i,S5o 
1,55° 
1,549 
1,536 
1,531 
1,532 
1,533 
1,524 
1,524 
I, 522 
1,546 
i,S48 
1,548 
1,549 
1.550 
1,550 
1,548 
1,542 
1,540 
1,538 
1,533 
1,532 
1,525 
1,523 
1,538 
1,539 
1,537 
1,S35 
1,541 
1,549 
l,5SO 
l,SS2 
1,554 
I,SS7 
1.568 
1,566 
1,564 



Dis- 
charge. 



1,994 
2,04s 
1,84s 
1,707 
I,7S7 
2,317 
2,376 
1,595 
1,651 
1,70s 
i,5S6 



I, 712 
1,833 
1,871 

1,844 
l,7SS 
1,782 
1,829 
1,781 
2,027 
1,975 
2,007 
1,886 
1,890 
1,874 
1,918 
1,639 
1,718 
1,641 
1,719 
I. 752 
1,752 
1,687 
1,650 
1,648 
1, 538 
1,947 
1,884 
I, 586 
1,614 
1,600 
l,S70 
l,S°6 
1,504 
1,479 
1,440 
1,442 
1,443 
1,461 
1,448 
1,129 
1,096 
1,063 



Gauges. 



Port 
Day. 



562. 26 
562. 25 
562- 33 
562^ 34 
S62.31 
562. 21 
562. IS 
562.44 
562. 47 
562. 49 
562. s8 



S62. 73 
562. 63 
562. 45 
562. 45 



562. 59 
562. 45 
562. 4S 
562. 4S 
562. 46 
562.35 
562. 34 
562.33 
562. 48 
562. 49 
562. 51 
562. S3 
S62. S3 
S62. 51 
562. 48 
562.36 
562.36 
562. 29 
562. 29 
562.31 
562. 23 
562. 28 
562. 3 1 
562.32 
562. 27 
562. 28 
562.37 
562.47 
562. 49 
562. 50 
562. 53 
562. 56 
562. 62 
562. 60 
562.57 



562. 08 
562. 19 
562. 26 
562. 30 
562. 33 
562. 30 
562.30 
562. 29 
562. IS 
562. 10 
562. II 
562. 12 

562. 03 
562. 03 
562.01 
562. 25 
562. 28 
562. 28 
562.29 
562. 30 
562.30 
562. 28 
562. 21 
562. 19 
562. 17 
562. 12 
562. II 

562. 04 
562. 02 
562. 17 
562. iS 
562. 16 
562. 14 
562. 20 
562. 29 
562. 30 
562.32 
562.34 
362.37 
562. 48 
562. 46 
562.44 



Fall. 



0.37 
.26 



•30 
•30 
•35 
•34 
-34 
•32 
•31 
•32 
•23 
. 21 
•23 
•24 
■23 



■IS 
•17 



. 20 
•19 
.26 

• 14 
•14 
. II 
•14 
•17 
.iS 

.19 
.18 
.19 

• 19 

•14 

• 14 
•IJ 



122 



PRESERVATION OF NIAGARA FALLS. 

Table 45. — Flow through canal of Niagara Falls Hydraulic Power & Manufacturing Co. — Continued. 

MAIN STREET SECTION-Continued. 





Time. 


Meter. 


Rating. 


Revolu- 


Index 
velocity. 


Mean 
velocity. 


Area. 


Dis- 
charge. 


Gauges. 




Date. 


tions per 
second. 


Port 
Day. 


Main 
Street. 


FaU. 


190S. 
























Aup. 3 


II. 00-12. 00 


759 
rs9 


A 


0- 5f^ 


0. R^ 


Q. 68 


1.563 
I..S50 


I 063 


563. S3 
563.43 


562. 42 
562. 30 


0. II 
•13 




14. 00-15. 00 


A 




36 




84 


.68 


1. 054 




15.00-16.00 


759 


A 




36 




84 


.68 


I.5SO 


1.054 


562. 42 


562. 30 


. 13 




16. 00-17. 00 


759 


A 




37 




87 


.70 


I1S4S 


1,084 


362.43 


562. 28 


■15 




17.00-18. 00 


759 


A 




3S 




89 


.72 


I.5SO 


1,116 


562. 45 


562. 30 


■15 




19. 00-20. 00 


759 


A 




3S 




89 


■72 


I.5SO 


1,116 


S62. 42 


562. 30 


. 13 




30. 00-31. 00 


759 


A 




40 




94 


.76 


1.549 


1.177 


563.33 


562. 29 


.06 




31. 00-22. 00 


759 


A 




40 




94 


.76 


l.SSO 


1. 178 


562. 33 


562. 30 


•03 




33. 00-23. 00 


759 


A 




38 




89 


.72 


1. 549 


1,115 


562.31 


562. 29 


.02 




33. 00-24. 00 


759 


A 




36 




84 


.68 


1. 545 


1. 051 


562. 29 


362. 24 


• 05 


Aug, 3 


13. 00-14. 00 

14. 00-14. 30 


759 
759 


A 




48 
S3 






.90 
I. 00 


1.543 
1. 541 


1,388 
1. 541 


562. 36 
562.35 


562. 21 

563. 30 


■15 
• IS 




■A 






34 


Aug. 4 


8. 00- 9. 00 


7S9 


A 




SI 




19 


.96 


1.544 


1.483 


562.37 


562. 23 






. 14 


Aug. 6 


13. 30-14. 30 
14.30-15.30 


759 
759 


A 




S3 

52 




34 
22 




1.537 
1. 534 


1.537 
1.503 


562. 30 
562. 25 


562. 16 
562. 13 






A 






.98 


. 14 
. 12 



PRESERVATION OF NIAGARA FALLS. 
Table 46. — Elevation of water surface at times of changes in water diversion, igo8. 



123 



Time. 



July 18: 
8.00. 
8.30. 
8.40. 
9.00. 

9. 20. 

9.40. 
10.00. 
10.30. 
10.40 . 
11.00. 
11.20. 
11.40. 
13. 00. 

13. ao. 
13.40. 
1300. 
13.30. 
13.40. 

14.00. 

14.20. 
14.40 ■ 
15.00. 
15.30. 
15.40. 
16.00. 
16.20. 
16.40. 
17.00. 
17.30. , 

17.40. 
18.00. . 
18.30. . 
18.40. . 
19.00. . 
19.20. . 

19.40. . 
30.00. . 
30.20. . 
30.40. . 
31.00. . 
31.30. . 
31.40. . 

33.00. . 
33.30. . 
33.40. . 
33.00. . 
33.30. . 
33.40. . 
34.00. . 

July 19: 

0.20. . 
0.40. . 
1.00. . 
X.30. . 
Z.40. . 
3.00. . 
3. 30. . 

a. 40. . 
3.00.. 
3.30. . 
3.40. . 



Buffalo. 



573-82 
573-64 

573- 78 
573-98 

574- '4 
574- 16 
574- 40 
574-36 
574- 24 
574-17 
574-03 
573-90 
573-72 
573-62 
573-61 
573-80 
573-94 
S73-93 
573-81 
573- 56 
573-34 
573-31 
573-04 
573-17 
573- 17 
573- 19 
573- 29 
573-01 
572-79 
572.99 
573-05 
573-34 
573-42 
573- '9 
572.78 
573- 04 
572-99 
573-06 
573- 08 
573- 19 
573-06 
573- 16 
573-33 
573- 56 
573-64 
573-47 
573-42 
573-34 

573-34 
573-32 
573-43 
573-46 
573-55 
573-57 
573-59 
573-39 
573-44 
573- 25 
573-33 



Austin 
Street. 



568. 40 
568. 40 
568.38 
568. 43 
568.46 
568. 48 
568. 58 
568. 60 
568. 68 
568.67 
568. 70 
568. 66 
568. 63 
568. 56 
568.51 
568. 48 
568. 50 
568. 53 
568. 56 
568. 55 
568.51 
568.41 
568.33 
568. 27 
S68. 23 
568. 18 
568. 14 
568. 13 
568.09 
568. 01 
567-98 
567-96 
568. 06 
568. 13 
568. 10 
567-95 
567-92 
567- 93 
567.89 

567. 94 
567- 88 

567- 90 
567-94 
567-95 

568- 05 

568. 08 
568. 10 
568. 08 
568.07 

568. OS 
568. OS 
568.04' 
568. 09 
568. 10 
S68. 14 
568. 18 
568. 18 
568. 14 
568. 14 
568.09 



Schiossers 
Dock. 



564-37 
564.38 
564-44 
564.45 

564- 45 
564- 4S 
564- 45 
564-45 
564- 47 
564- 50 
564- 52 
564- 56 
564- 59 
564- 63 
564. 64 
564. 65 
564. 60 
564. 61 
564. 61 
564.60 
564. 60 
564- 59 
564- 58 
564- 56 
564- 53 
564- 52 
564. 47 
564- 43 
564. 40 
564-37 
564-35 
564-32 
564- 27 
564- 24 
564. 21 
564. 21 

564. 21 
564.21 
564- 19 
564- 18 
564- 17 
564. 14 
564- 14 
564. 12 
564- 13 
564- 13 
564- 13 
564- 12 
564-12 

564- 15 
564.17 
564-17 
564- l8 
564- 20 
564. 21 

564. 22 
564- 23 
564- 25 
564- 26 
564- 28 



Chippawa. 



563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
S63 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 

563 
563 
563 
563 
563 
563 
563 
563 
563 
5S3 
563 



Grass 
Island. 



562.63 
562.6s 
562.69 
562. 70 
562. 70 
562.71 
562. 71 
562. 72 
563- 73 
562.75 
562. 78 
562.80 
562.84 
562.87 
562.85 
562.89 
562.88 
562. 85 
562. 85 
562.83 
562.82 
562.82 
562.82 
562.82 
562. 79 
562. 76 
562. 73 
562. 70 
562.67 
562. 64 
562.62 
562. S9 
562.57 
562.52 
562. 51 
562. 50 
562. 50 
562. so 
562.48 
562. 46 
562.43 
562.42 
562.42 
562.42 
562.42 
562.41 
562.41 
S62.43 
562.46 

562.52 
562.56 
562. 58 
562. 65 
562. 68 
562. 70 
562. 72 
562. 73 
562.7s 
562. 76 
562. 77 



Ontario 
Power Co. 



559 S3 
559- S4 
559-53 
559-52 
559-53 
559- S3 
559-55 
559- 56 
559- 58 
559-60 
559-62 
559- 60 
559-61 
559-62 
559- 61 
559-62 
559- 63 
559-61 
5S9-6l 
559- 61 
559- 60 
559-61 
559.60 
559- 57 
559-57 
SS9S2 
559-49 
559- 48 
559-47 
559- 45 
559-44 
559-40 
559-40 
559-38 
559-39 
559-40 
559-38 
559-37 
SS9-37 
559-34 
SS9-3S 
559-32 
559-32 
559- 30 
SS9-3I 
559-34 
559-36 

559-38 
559-41 
559- 40 
559-42 
559-44 
559-45 
559- 48 
559- 48 
559-51 
559- 51 
559-51 



Wing dam. 



558-59 
558.61 
558.65 
558-65 
558- 6s 
558-65 
558.65 
558-65 
558-67 
558-68 
558- 69 
558-71 
SS8. 73 
SS8. 75 
558.72 
558- 76 
558.75 
558- 74 
558. 74 
558- 74 
558- 73 
5S8- 72 
558- 72 
SS8. 72 
5S8- 70 
558- 68 
558-66 
5S8. 64 
558-62 
SS8.61 
SS8- 58 
SSS. 56 
SS8- 54 
558- SI 
558- so 
558- 49 
558.48 
558.48 
558-48 
558-46 
558-45 
558-44 
558.43 
558. 43 
558. 43 
558- 43 
558- 43 
558-43 
558-45 

558-47 
558- 48 
5S8. 49 
558- 51 
558- 54 
SSS- 54 
558-54 
558- 55 
5S8- S7 
SS8- 57 
558-58 



Prospect 
Point. 



512-96 
512-98 
512.99 
S12. 98 
512.98 
512.98 
512.97 
513.99 
513.99 
513.99 
513-00 
513-00 
S13-01 
SI3-02 
513.00 
513-02 
513-01 
513-00 
S13-01 
513-01 
513-00 
513-00 
SI3.01 
513-00 
513-00 
513-00 
513-00 
512.99 
512. 98 

513.96 
512.97 
512.97 
512.94 
512.96 
512.94 
512.93 
512.94 
512.94 
512.93 
512.92 
512.92 

512. 92 
512. 91 

512.91 
512.91 
SI2.9I 

512.92 

512.91 
512-92 

512. 93 

512 94 

512.94 

512.95 

512.96 

512.96 

512.97 ! 

512.96 

562.97 

562.99 

512-99 



Horseshoe. 



508.73 
508.77 
508.84 
508.86 
508.86 
508.85 
508.84 
508.83 
508.8s 
508.86 
508.90 
508.93 
508. 98 
509.00 
508.95 
508.97 
509.02 

(') 

(') 

(') 

(') 

(') 

0) 

(') 

(') 

(') 

(') 

(') 

(') 

508.79 
508.78 
508.75 
508.71 
508.67 
S08.64 
508.63 
508. 63 
508.61 
508-59 
508.56 
508-55 
508-60 
508.53 
508.52 
508.52 
508.52 
508.52 
508.55 
508.58 

508.64 
508.69 
508. 70 
508.70 
508.73 
508.73 
508.74 
S08. 76 
508.79 
508.80 
S08.82 



7821° — S. Doc. 105, 62-1 II 



* Gauge out of order. 



124 PRESERVATION OF NIAGARA FALLS. 

Table 46. — Elevation of icalcr surface at times of changes in water diversion, igoS — Continued. 



Time. 



July 19; 

4.00. . 

4.30. . 

4.40. . 

S-00. . 

S.20. . 

5.40.. 

6.00, . 

6.30, . 

6.40. . 

7.00. . 

7.30. . 

7.40. . 

S.oo. . 

6.30. . 

S.40. . 

9.00. . 

9.30. . 

9.40 ■ ■ 
10.00. . 
10. 30. 
JO. 40. . 
11.00. . 
II. 30. . 
11.40. . 
12.00. . 
13.30, 
13.40. . 
13.00. , 
13.30. 
13.40 . 

14.00. 
14.30. 

14.40. 
15.00. 
15.30. 
15.40. 

16.00. 
16.30. 
16.40. 
17.00. 
17.20. 

17.40. 
18.00. 

IS.30. 
IS.40. 
19.00. 
19.30. 
19.40. 
30.00. 
30.30. 
30.40. 
21.00. 



21.^ 



Buffalo. 



33.30. 
33.40. 
33.00. 
33.30. 
33.40. 
34.00. 



573. 
573- 
573- 
573- 
S73. 
573. 
573. 
573- 
573. 
573. 
573. 
573- 
573. 
573. 
5-3- 
573- 
573. 
572. 
573- 
573- 
573' 
573' 
573' 
573' 
573' 
573' 
573' 
573 
573- 
573 
5-3- 
573. 
573- 
573- 
573- 
573' 
573- 
573' 
573' 
573' 
573' 
573 
573- 
573 
573 
573 
573 
573. 
573' 
573' 
573. 
573- 
573- 
573- 
573. 
572. 
573' 
573' 
573' 
573' 
573 



Austin Schlossers 
Street. Dock. 



568.09 

56S. 13 
56S. 13 
56S. II 
56S.0S 

568. oS 

56S.08 
568.07 
568.07 
568.07 
56S.O3 
568.04 

567. 99 

56S. 02 
S6S. 03 
568. 00 
567. 95 
567. 93 
567- 93 
567. 94 
567.97 

567. 99 
568.03 
56S.03 
56S.03 
56S. 03 
568.03 
56S.01 
56S.04 
56S.0S 
568.08 
56S.07 
S6&I1 
56S. 14 
S6S. 1 6 

568. iS 
568.18 
568. iS 
56S. 30 
56S.33 
568.33 
56S.34 
56S.23 
568.32 
568. 20 
56S. 17 
56S. 15 
568.13 
56S.14 
56S.11 
568.13 
568. oS 
568.01 
568.00 
567. 97 
567. 95 
567. 93 
567.92 
567.90 
567. 92 
567. 90 



Chippawa. 



564. 28 


563. 29 


564. 3S 


S63. 29 


564. 28 


563. 29 


564. 38 


563. 29 


564. 38 


563. 29 


564. 38 


563. 29 


564. 2S 


563. 29 


564. 38 


563. 29 


564. 2S 


563. 39 


564. 38 


563. 29 


564.28 


563. 39 


564. 38 


563. 2S 


564. 28 


563. 28 


564. 28 


563. 38 


564.28 


563. 27 


564. 28 


563. 37 


564. 27 


563. 36 


564. 27 


563. 25 


564. 26 


563. 26 


564. 24 


563. 26 


564. 23 


563. 25 


564. 21 


563. 35 


S64. 22 


563. 23 


564.21 


563. 35 


564. 20 


563. 34 


564. 21 


563. 35 


564.21 


563. 35 


564. 24 


563. 35 


S64. 24 


S63. 35 


564. 34 


563. 36 


564. 24 


563. 26 


564. 24 


563. 36 


564. 34 


563. 27 


564. 24 


563. 27 


564. 25 


563. 38 


564. 25 


563. 3S 


564.26 


563. 29 


564. 28 


563. 30 


56+ 29 


563. 32 


564.39 


563. 32 


564.32 


563.32 


564. 32 


563. 33 


564.32 


563. 34 


564. 33 


563. 34 


564. 34 


563. 34 


564. 34 


563. 35 


564. 36 


563. 35 


564.35 


563. 35 


564. 35 


563. 35 


564. 35 


563. 34 


564. 3S 


563. 34 


564.3s 


565. 33 


564.3 s 


563. 33 


564.33 


563.32 


554.31 


563. 31 


564.29 


563.31 


564.27 


563. 30 


564.25 


563. 29 


564.25 


563. 28 


564.34 


563. 26 


564.33 


563. 25 


• G.1U, 


5e stopped. 



Grass 
Island. 



562. 77 
562. 77 
562. 77 
562. 77 
562. 78 
562. 78 

562. 77 

563. 77 
563. 78 
563. 78 

562. 77 

563. 76 
562. 75 
563. 75 
S63. 73 
563. 73 

562. 73 

563. 73 
562. 72 

562. 71 

563. 70 
563. 69 
562.69 
(') 

(') 

(') 

(') 

(') 

(') 

(') 

") 

562. 72 

562. 72 

562. 73 

563. 73 
563. 74 
563. 75 
563. 76 
563. 77 
563. 78 
563. 79 
563. So 
563. So 
563. So 
563.81 
562.82 
562. 83 
562. 82 
562. S3 
562. 82 
562. 82 
562. So 

562. So 

563. So 
563. 78 
563. 76 
563. 75 
563. 73 
563. 71 

562. 70 

563. 69 



Ontario 
Power Co. 



SS9. 52 
569- 53 
559. 51 
559- 51 
559- SO 
559- SI 
559- SI 
559- 50 
559- SI 
559- 50 
559- SI 
559- 49 
SS9- 48 
559. 47 
559- 48 
559- 47 
559- 47 
559- 45 
559- 46 
559- 47 
559. 45 
559- 43 
SS9. 43 
5,';9. 45 
539- 43 
559- 4S 
SS9. 46 
559- 46 
559-4- 
559. 47 
559- 47 
559-47 
SS9. 4S 
559- 47 
SS9- 46 
559- 49 
559- 4S 
559- 49 
559- SO 
559.52 
559- 52 
559- 53 
559- S3 
559- 53 
559- 54 
559- 54 
559- 55 
559- 54 
559-53 
559-52 
559.53 
559- 51 
5S9- 51 
559-51 
559. 49 
559.48 
559. 49 
559.47 
559- 47 
559-48 



Wing dam. 



558.58 
558-59 
558-59 

SSS- 59 
SSS-59 
SSS- 59 
SSS- 59 
SSS- 59 
SsS- 59 
558-59 
SS8. SS 
558.57 
SSS. 57 
558.57 
558.56 
558.55 
SSS. 55 
SSS- 55 
SSS- 55 
55S- 54 
5S8. 53 
558-54 
SSS- S3 
5SS53 
SSS.52 
55& 53 
S5S-53 
558-53 
568- 53 
558-53 
SsS- 54 
558-54 
SsS- 54 

558- SS 

SSS- 55 
55S- 55 
55S. 56 
SsS- s6 
S5S.57 
558-58 
558.59 
56S.59 
558. sS 

558.58 

55S- 58 

SSS. S7 
55S. 57 
55S- 57 

ssS. 5- 

SSS. s8 
558.60 
558-60 
SsS. 59 
558- 59 
558.59 
SsS. 57 
55S.56 
558. 55 
558.54 
55S.53 
558.53 



Prospect 
Point. 



512. 98 

SI 3. 98 

512. 99 
512.98 
512.98 
512. 98 
512. 98 

512.99 
512.97 
512.97 

512. 98 

512.97 

512. 97 
512.97 

513. 98 
513.97 
513.96 
513.96 
513. 96 
512-96 
512.96 
512. 96 
512.95 
512.96 
512.96 
512. 96 
512. 96 

512. 96 

512-96 

513. 96 

512.96 
512.96 
513-97 
513-97 
512.97 
512-96 

512- 96 

512-97 
512. 98 
512-98 
513.98 

512. 98 

512.98 
512.98 
512. 98 
512.99 

SI2. 97 
512.99 
512.98 
512.99 
512. 98 
512. 9S 

512.99 

512- 98 
512.98 
512-97 
562.97 
512.96 
512.96 
512. 96 
512.96 



Horseshoe. 



50S.S2 
50S.84 
S08. 84 
508.83 
50S. 83 
508. S3 
50S-84 
508.83 
S08- 83 
508.81 
508.80 
SoS. 7S 
508.77 
50S.77 
508. 76 
508.75 
508.72 
50S. 7a 
SSS. 72 
S0S.73 
50S. 70 
508.67 
508-67 
SoS. 67 
50S. 69 
508.69 
S08.69 
508.71 
SoS. 70 
508.71 
SoS. 71 
SoS. 71 
50S. 70 
508. 71 
508.71 
508.72 
50S.72 
S0S.75 
508.75 
508.76 
S0S.77 
508. 79 
508. So 
50S.S1 
50S.S1 
508.81 
508.83 
50S.S3 
508. So 
50S.7S 
55S.77 
508.7s 
50S.75 
508.74 
508.73 
S0S.71 
50S. 70 
S0S.6S 
508.65 
508.65 
508.65 



PRESERVATION OF NIAGARA FALLS. 
Table 46. — Elevation of water surface at times of changes in water diversion, 1908 — Continued. 



125 



Time. 



Buffalo. 



Austin 
Street. 



Schlossers 
Dock. 



Chippawa. 



Grass 
Island. 



Ontario 
Power Co. 



Wing dam. 



Prospect 
Point. 



Horseshoe. 



July 19; 
8.00.. 

8.30. . 

S.40. . 
9.00. . 

9.20. . 

9.40. . 

lO.OO. . 

10.20. . 
10.40. . 
xx.oo. . 

11.20. . 

ZZ.40. . 

X2.00. . 
X2.20. . 
X2.4O. . 
13.00. . 
X3.2O. . 
X3.4O.. 
14.00. . 
14.20. . 
X4.4O.. 
15.00. . 
X5.20. . 
XS.40. . 

x6.oo. . 

X6.20. . 

16.40 . . 
X7.00, . 

17. 20. . 

17.40. . 
xS.oo. . 

18. 20. . 

X8.40. . 
X9.00. . 
X9.20. . 

19.40.. 

20.00. , 
30.20. . 
20.40. . 
21.00. . 
31.20. 
21.40. 
32.00. 
33.30. 
32.40. 
23.00. 
23.20. 
23.40. 

34.00. 
July 28: 
0.20. 
0.40. 

I.OO. 

1.20. 
1.40. 
2.00. 
2.20. 
2.40. 

3.00. 
3.30. 
3.40. 
4.00, 



573.05 

573- 02 

573-07 

S73-05 
573-04 
573-05 
573- 03 
573- 02 
573- OS 
573.05 
573-09 
573- 13 
573- 14 
573- 13 
573-15 
573- 18 
573- 16 
573- 19 
573-23 
573- 23 
573-25 
573-29 
573-27 
573-27 
573- 28 
573-25 
573- 23 
573- 20 
573- IS 
573-30 
573- 25 
573-35 
573- 28 
573- 20 
573-11 
573-09 
573- 13 
573- >4 
573- 12 
573- 14 
573- 14 
573-09 
573- 09 
573-04 
573-08 
573-09 
573-06 
573- 09 
573-04 

573-09 
573-08 
573- 14 
573- 16 
573-17 
573- 18 
573-22 
573-24 
573- 28 
573- 29 
573-28 
573-26 



567.92 
567.93 
567. 93 
567.93 
567.92 
567.91 
567-90 
567.92 
567. 88 
567.90 
567-91 
567-92 
567-94 
567-93 
567- 93 
567-95 
567-95 

567- 95 
567-98 
567-98 
568.00 

568- 01 

568. 01 
568.00 
S68. 03 
568. 03 
568. 03 
568. 03 
568.00 
568.01 
568. 03 

568. 05 
568. OS 
568. 04 

568. 02 
567- 99 
567- 99 
567-99 

567- 99 
567-98 
567-98 
568. 04 
568. 03 
568. 04 
s68. 04 
568.05 

568. 03 

568. 03 
568.04 

568.02 

568. 04 
568. 04 

568. 06 
568. 03 
567-97 
567-97 
567-99 
568-00 
568-02 
568-01 

568- 02 



564. 22 
564. 22 
564. 21 
364.21 
564. 20 
564. 20 
564. 20 
564. 19 
564. 18 
564. 18 
564. 18 
564- 17 
564- 16 
564- 16 
564. 16 
564- 17 
564-15 
564- 15 
564- 15 
564- J 5 
564- IS 
564- 15 
564- IS 
564- IS 
564-15 
564.15 
564. 16 
564- 17 
564- 18 
564- 18 
564- 19 
564- 19 
564. 19 
564. 19 
564. 20 
564- 21 
564. 21 
564-21 
564. 21 

564. 21 
564-21 
564-21 
564-21 
564.21 
564- 21 
564- 21 
564-21 
564. 20 
564. 20 

564. 20 
564. 20 
564. 19 
564- 19 
564. 18 
564. 18 
564. 18 
564- 18 
564. 18 
564. 18 
564- 18 
564- 18 



563-22 
563. 22 
563- 21 
563- 22 
563- 20 
563. 20 
563- 19 
563- 19 
563- 19 
563- 19 
563- 19 
563- 18 
563- 18 
563- 18 
563. 18 
563- 18 
563- 18 
563- 18 
563- 18 
563- 18 
563- 18 
563- 18 
563- 20 
563- 20 
563- 20 
563- 20 
563. 21 
563- 22 
563. 22 
563. 22 
563- 23 
563- 23 
563- 23 
563- 23 
563- 23 
563-23 
563- 23 

563- 23 

563- 23 
563- 23 
563- 23 
563- 23 
563- 23 
563- 23 
563- 23 
563- 22 
563- 22 
563- 22 
563- 22 

563. 21 
563-21 
563- 20 
563- 20 
563. 19 
563. 20 
563- 19 
S63- 18 
563- 18 
563- 18 
563. 18 
563- 18 



562. 70 

562. 68 

562.68 
562. 67 
562.66 
562.65 
562.65 
562.64 
562. 63 
562. 64 
562. 63 
562. 63 
562- 63 
562. 63 
562-64 
562. 63 
562. 63 
562. 63 
562. 63 
562.64 
562. 64 
562. 63 
562-64 

562. 6s 
562. 6s 
562.66 
562. 67 
562.67 
562-68 
562. 68 
562. 68 
562.69 
562.68 
562. 68 
562. 69 
562. 69 
562. 70 
562. 70 
562.69 
562.68 
562.68 
562. 68 
562.68 
562.68 
562.67 
562.67 
562.67 
562. 66 
562. 6s 

562.63 
562.63 
562.60 
562. 59 
562. 58 
562.58 
562. 56 
562.55 
562. 54 
562.55 
562. 54 
562.55 



559-36 

559-35 

559-35 

559- 33 

559-34 

559-33 

559-34 

559- 33 

559.32 

559-32 

559-33 

5S9-32 

559-32 

559-31 

559-32 

559- 33 

559-33 

559-33 

559-33 

559-31 

559-33 

559-33 

559-33 

559-33 

559-35 

559-35 

559-35 

559-36 

559-36 

559-35 

559-35 

559-35 

559-36 

559-37 

559-37 

559-35 

559-36 

559.34 

559- 34 

559-35 

559- 34 

559- 33 

559-34 

559-32 

559- 33 

559-31 

559-33 

559-31 

559-31 

559-32 
559-32 
5S9.32 
559-31 
559- 30 
559- 29 
559- 29 
559- 29 
559- 28 
559- 28 
559- 29 
559. 28 



558- 43 

558-43 

558-43 

558-42 

558-42 

558-42 

558.41 

558.40 

558- 40 

558-39 

558-39 

558- 40 

558- 40 

558-39 

558-39 

558.39 

558- 39 

558-39 

558.39 

558-39 

558-40 

558-40 

558-41 

558-41 

558-41 

558-42 

558- 43 

558-42 

558.43 

558.43 

558- 43 

558- 43 

558- 43 

5S8- 43 

558- 43 

558.43 

558- 43 

558-43 

558- 43 

558- 43 

558. 43 

558. 43 

558- 43 

558-43 

558- 43 

558- 43 

558-42 

558-42 

558-42 

558-42 
558- 42 
558-41 
558- 40 
558- 39 
SS8- 39 
558-39 
558- 39 
558-38 
558-38 
558-38 
558.38 



512.92 
512.93 
512.92 
512.92 
512. 92 
512.92 
251.92 
512-91 
512-91 
512-90 
512-91 
5x2.90 
512-91 
512-92 
512-90 
512-90 
512.91 
512. 90 
512.90 
512.91 

512. 90 
512-91 
512.92 
512-91 
512.92 
512.92 
512.92 
512.90 
513.91 
512.93 
512.92 
512.92 
512.92 
512.92 
512.92 
512.92 
512.92 
512.91 
512.91 
512. 90 
512-91 
512.92 
512-91 
512.91 
512. 90 
512-91 
512-90 
512-91 
512-90 

512.90 
512.90 
512.90 
5:2-90 
512.90 
512. 89 

512.89 
512.88 
512.89 
512.89 
512.88 
513.90 



(>) 
(') 
(>) 

(0 

(') 
(') 
w 
(') 
(>) 
(■) 

C) 

(') 
(>) 
(1) 
(■) 
(>) 
(') 
(') 
(') 
(') 
(') 
(>) 
(>) 
(■) 
(>) 

{!) 
(>) 
(') 
(■) 
(') 
(') 
(■) 
(') 
(') 
(') 
(') 
(>) 

(0 

(>) 
(') 
(>) 
(>) 
{>) 
(') 
(') 
(■) 
(') 
(1) 
(>) 

(>) 
(1) 
(>) 
{>) 
(•) 
(■) 
(■) 
(') 
(') 
(■) 
(>) 
(>) 



1 Gauge out of order. 



126 PRESERVATION OF NIAGARA FALLS. 

Tabi,E 46. — Elevation of water surface at times of changes in water diversion, igoS — Continued. 



Time. 



July 28: 
4.20.. 
4.40 . . 
5.00. . 
5.20. . 

5-4° ■ • 

6.00. . 

6.20. . 

6.40. . 

7.00. , 

7.20. , 

7.40. . 

8.00. 

8.20. 

8.40. 

9.00. 

9.20. 

9.40. 
10.00. 
10.20. 
10.40. 
11.00. 



ir.2o. , 
11.40. . 
12.00. . 
12.20. . 
12.40. . 
13.00. . 
13-20. . 
13.40. 
X4.00. . 
14.20. 
14.40. 
X5.00. 
15. 20. 
15.40. 



16.00. . 
16.20. . 
16.40. . 
17.00. . 
17.20. . 
17.40. . 
18.00. . 
18.20.. 
18.40. . 
19.00. . 
19.20. . 
19.40., 

2O.0O. 
20.20. 
20.40. 
21.00. : 
21.20. 
21.40. 
22.00. 
22.30. 
22.40. 
23.00. 
23.20. 
23.40. 
24.00. 



Buffalo. 



Austin 
Street. 



573- 2S 
573- 25 
573- 26 
573-26 
573.26 
573-27 
573- 23 
573- 27 
573- 20 
573- 23 
573- 19 
573- 17 
573- 17 
573- 17 
573- 09 
573- 10 
573- 15 
573-20 
573- 18 
573- 20 
573- 20 
573- 20 
573- 14 
573- 16 
573- 14 
573- iS 
573- 20 
573,18 
573- 17 
573- 20 
573- 18 
573- 15 
S73- IS 
573- 13 
573- II 
573- IS 
573- 13 
573- 14 
573- OS 
573- 13 
573- 14 
573.07 
573- 19 
573- 04 
573- 10 
573- 08 
573- IS 
573- 19 
573- IS 
S73- OS 
573- 05 
573- 16 
573- 14 
573- IS 
573- 14 
573-21 
573- 19 
573- 24 
573- 23 
573- 20 



Schlossers 
Dock. 



568.03 
568.01 

568. 02 

568. 03 

568. 02 

568. 03 
568. 01 

568. 04 

568. 01 

568. 02 

568. 01 

368. 02 
568. 04 

56S. OS 
568. 03 
568. 03 
568. 03 
568. 04 
568. 04 
568.03 
568. 01 
568. 00 
567. 99 
567-98 
567- 99 
567.98 
567- 98 
567- 98 
367- 99 
567.98 
567- 98 
567- 98 
567- 98 
567- 98 
567-97 
567- 97 
567-95 
567- 95 
567-93 
567-95 
567. 94 
567. 94 
567. 92 
567-91 
567. 90 
567- 93 
567- 92 
567-94 
567- 94 
567-92 
567-91 
567. 92 
567- 93 
567. 93 
567. 94 
567-93 
567. 96 
567. 95 
567. 96 
567- 95 



Chippawa. 



564- 18 
564. 19 

564. 18 

564. 19 
564. 19 
564- 18 
564- 18 
564. 18 

564. 18 

564. 19 
564- 18 
564. 18 
564. 18 
564. 18 
564. 18 
564- 18 
564. 18 
564. i8 
564. 18 
564. 18 
564. iS 
564. 18 
364- 17 
564- 17 
564- 17 
564. 16 
564. 16 
564. 16 
564. 16 
564. 16 
564- 16 
564. 16 
564. 16 
564. 16 
564- 16 
564. 16 
564. 16 
564. 16 
564. 16 
564. 16 
564. 16 
564- 15 
564- IS 
564- IS 

564. 14 
564. 14 
564. 14 
564. 13 
564- 13 
364. 13 
564- 13 
564- 13 
564- 13 
564- 13 
564.13 
564- 13 
564- 13 
564- 13 
564. 13 
564- 13 



563- 18 
563- 18 
563-17 
563-17 
563- 18 
563- 18 
563. 18 
563. 18 
563. 18 
563. 18 
563- 18 
563- 18 
563- 18 
563- 18 
563- 18 
S63- 17 
563- 17 
563- 17 
563- 17 
563- 17 
563. 16 

563- IS 
563- IS 

563- 15 

563. IS 
563- IS 

S63- 15 

563- IS 
363- IS 

563- 14 
563- 14 
563-14 
S63- 14 
563. 14 
563- 14 
563- 14 
363. 14 
363. 14 
563- 13 
563- 13 
563- 13 
563. 13 
563. 13 
563. II 
563. II 
563. II 
563. 1 1 
563- II 
563. II 
563- II 
563. 1 1 
563- II 
563- II 
563. II 
563- II 
563- II 
563-11 
563. II 
363- II 
563. II 



Grass 
Island. 



Ontario 
Power Co. 



Wing dam. 



562.55 
362. 56 
562. 56 
562. 57 
562. 56 
562.56 
562. 53 
562. 52 
562. 52 
562. 53 
562. 52 
562. 52 
562. 52 
562. 52 
562. 50 
562. 50 
562. 50 
562. 49 
562. 49 
562. 48 

562. 47 
562. 48 
562. 47 
562.47 
562. 49 
562. 47 
562. 47 
562.47 
562. 47 
562. 47 
562. 46 
562. 47 
562.46 
562. 47 
562. 47 
562. 47 
562. 46 
562. 46 
562. 46 
562. 45 
562. 45 
562.45 
562.45 
562.4s 
562. 45 
562.44 
562.44 
562.44 
562. 43 
562. 43 
562.43 
562.43 
562. 43 
362. 43 
562.43 
562. 43 
562. 42 
562. 42 
562. 43 
562. 43 



559- 30 
559-30 
SS9- 29 
559- 29 
539-31 
559- 29 
5S9- 29 
SS9-3I 
559-31 
559- 29 
539- 28 
559- 29 
SS9- 28 
SS9. 30 
5S9- 28 
359- 28 
559- 28 
SS9- 28 
559- 28 
559- 28 
SS9- 28 
559- 27 
559- 27 
559- 28 
559. 28 
559- 28 
5S9- 27 
559- 27 
559- 28 
539- 26 
559- 27 
559-2 7 
SS9- 25 
559. 26 
5S9- 27 
559- 27 
559- 27 
559- 27 
SS9- 23 
559- 26 
559- 26 
559- 26 
559- 26 
559- 26 
559 24 
S59- 25 
SS9- 25 
559- 24 
559- 24 
559- 23 
SS9- 24 
559- 24 
559- 23 
SS9- 23 
559- 24 
SS9- 24 
559- 24 
559- 25 
5S9- 24 



Prospect 
Point. 



Horseshoe. 



558- 38 

358.39 

SS8- 39 

558. 40 

338.40 

558.40 

558.40 

558.40 

SS8. 39 

558. 39 

5S8- 39 

558-39 

558.39 

558.39 

558.39 

558. 39 

558. 39 

558.39 

558- 39 

558.38 

558. 38 

558. 38 

358.38 

558.37 

558.38 

558.37 

558.37 

558.37 

SS8.37 

558.37 

558-37 

558-37 

538.37 

558-37 

358.37 

558.37 

558.37 

SS8.36 

558.36 

5S8. 36 

558. 36 

558.36 

558. 36 

SS8. 36 

558- 36 

5S8. 36 

5S8- 36 

558- 35 

558- 35 

SS8- 34 

558.34 

SS8. 34 

538.34 

558. 34 

558.34 

558.34 

558.34 

SS8. 34 

538. 34 

538.34 



512.90 
512.90 
512. 90 
512.8 
512. 90 
51a. 90 
512 90 
512. 90 
512.90 
512. 90 
512.90 
512- 90 
512. 90 
512.91 
512-91 
512- 90 
512. 91 

512.91 
512-91 

512. 90 

512.91 

512. 90 
512. 90 
512. 90 
512. 90 
512.90 

512. 90 
312. 90 
512.90 

512. 1 

512.89 

512.90 

512. 89 
512. 90 

512.89 
512.89 
512.90 
512.89 
512.90 

SI2. 90 

512.90 

512. 90 

512.89 

512. 90 

512. 89 
512.89 

512.1 

512.89 
512.1 

SI2.; 

512.88 
512. 

312. 89 

512.8 

512.8 

512.89 

512.88 

512.89 

512.90 

512.90 



(') 

(■) 

(') 

(') 

(') 

(') 

(') 

(') 

(') 

(■) 

(') 

(') 

(■) 

(') 

(■) 

(') 

(') 

(') 

(') 

(') 

(') 

(') 

(') 

(■) 

(') 

(') 

(') 

(') 

(') 

(') 

(') 

(') 

(■) 

(') 

(') 

(■) 

(') 

(') 

(•) 

(') 

(■) 

(') 

(') 

(') 

(') 

(') 

(■) 

(') 

(') 

(') 

(') 

(') 

(') 

(') 

(') 

(') 

0) 

(') 
(') 
(') 



' Gauge out of order. 



PRESERVATION OF NIAGARA FALLS. 
Table 46. — Elevation of water surface at times of changes in water diversion, 1908 — Continued. 



127 



Time. 



Aug. i: 

8.00. . , 
8.20. . , 
8.40. . 
g.oo. . 
9.20. . 
9.40.. 

xo.oo. . 

10.20. . 

10.40. . 

11.00. . 

XI. 20. . 

11.40. . 

12.00. . 

X2.20. . 
X2.4O. . 
13.00. . 
X3.2O.. 
13.40. . 
X4.OO. . 
Z4.2O. . 
14.40.. 
15.00. . 
15.20. . 
15.40. . 

x6.co. . 

Z6.20. . 

16.40. . 
17.00. . 
17.20. . 
17.40. . 
18.00. . 
18.20.. 
18.40. . 
19.00. . 
X9.20. . 
X9.40. . 
20.00. . 
20.20. . 
20.40. . 
21.00. . 
31.20. . 
21.40. . 
23.00. . 
22.20. , 
32.40. . 
23.00. . 
23.20. , 
23.40. , 
34.00. . 
Aug. 2: 

0.20. 

0.40. 

x.oo. 

1.20. 
1.40. 
2.00. 
3.20. 
3.40. 
3.00. 
3.20. 
3.40. 



Buffalo. 



Austin 
Street. 



5?2. 55 

572.56 
572.68 

572.68 

572.79 

572.86 

573- 00 

573-06 

573-13 

S73-23 

573- 23 

573-34 

573-36 

573-34 

573-4° 

573-35 

573-45 

573-46 

573-38 

573-36 

573-38 

573-42 

573-34 

573- 29 

573- 24 

573- IS 

573- 12 

573- 10 

573- 14 

573-11 

573- 14 

573-09 

573- 08 

573- 14 

573-08 

573-08 

573- II 

572-97 

572-99 

573- 00 

573- 14 

573-06 

573- OS 

573-04 

573- 18 

573- 14 

573- 19 

573- 14 

573- 20 

573- 18 
573- 19 
573-20 
573- 2S 
573- 23 
573- 28 
573-29 
573-37 
573- 40 
573-39 
573-37 



Schlossers 
Dock. 



567- 45 
567-45 
567-47 
567-48 
567- S3 
567-54 
567-61 
567-66 
567- 71 
567- 74 
567- 78 
567.81 

567. 88 
567-87 
567.92 
567-97 
567.99 

568. 03 
56S. 02 

568. oi 

568. 04 
568. OS 
568. 06 
568. 04 
568. 04 
568. 03 
567. 99 
567-98 
567.92 
567.96 
567- 93 
567-94 
567- 93 
567-93 
567- 92 
567- 88 
567-85 
567-84 
567-87 
567- Ss 
567- 8s 
567-83 
567-87 
S67- 87 
567- 88 
567. go 
567-91 
567-93 
567.92 

567- 94 
567- 93 
567- 93 
567-95 
567-97 
567-97 
568.00 
568.00 
568. 03 
568. 05 
568. OS 



Chippawa. 



563- 79 
563- 79 
563- 79 
563- 79 
563- 79 
363- 79 
563- 79 
563- 79 
563- 79 
563- 79 
563- 83 
563- 8s 
563-87 
563.90 

563- 94 
563-98 
564. 01 
564. 03 
564. 05 
564. 10 
564. 10 

564. 10 
564.11 
564- 13 

564. 14 
564- 13 
564- 13 
564- 13 
564- 13 
564- IS 

564- IS 
564- IS 
564- IS 
564- IS 
562. IS 

564. 15 
564. 15 

564- IS 

564- 13 
S64- 13 

564. 12 

564. 11 

564. 10 
564. 10 

564.11 
564- II 
564- 10 
564. 10 
564. 10 

564. 10 

564-11 

564. 12 
564. 12 

564- 13 
564- 14 
564- 14 

564- IS 

564- 17 
564.17 
564.17 

^ Gage not 



Grass 
Island. 



562. 82 
562. 82 
562.81 
562.81 
562. 80 
562.81 
562.81 
562. 80 
562.80 
562. 82 
562.83 
562. 84 
562. 86 
562.89 
562. 90 
562. 93 
562.9s 
562.96 

562. 98 
563.00 
563.02 
563- 03 
563-05 
563.06 
563-07 
563-08 
563.08 
563.09 
563-09 
563-09 
563.09 
563.09 
563.09 
563-09 
563-09 
563.09 
563.09 
563.09 
563.09 
563- 09 
563.09 
563.08 
563.08 
563.08 
563.08 
563-08 

563. 10 
563-12 
563- 13 

563- 14 
563. 14 
563- 15 
563- IS 
563- IS 
563- 15 
563- 16 
563- 16 
563- 16 
563- 17 
563- 18 



562- 13 
562. 13 
S62. 13 
562.11 
562. II 
562.11 
562. 12 
562. 12 

562. 12 

562. 13 
562. 16 
562. 18 
562. 20 
562.24 
562.27 
562.28 
362.31 
562.35 
562.36 
562.38 
562.39 
562. 40 
562.42 
562.43 
562.45 
562.4s 
562.46 
562.47 
562. 47 
562.47 
562.47 
562.46 
562.46 
362.45 
562. 45 
562.45 
562.44 
562.43 
562.43 
562.43 
562.42 
562.41 
562. 40 
562. 42 
562.43 
562. 46 
562.52 
562-57 
562- 58 

562-58 
562.61 
562. 61 
562. 62 
562. 61 
562. 63 

562. 63 

562. 64 
562.65 
562.65 
562. 66 



Ontario 
Power Co. 



Wing dam. 



559- 12 

559-12 
559- 13 
559- 12 
SS9- 12 
559-11 
559- 12 
5S9-I4 
559- 14 
559-15 
559-17 
559- iS 
559- 18 
559- 22 
559- 24 
559- 26 
559- 27 
559- 28 
559- 30 
559-30 
559- 33 
559-35 
559-35 
559-36 
559-37 
559-37 
559- 38 
559- 38 
559- 40 
559-37 
559-38 
559- 38 
559-40 
559- 40 
559- 40 
559- 40 
559-49 
559-37 
559-39 
559-39 
559-37 
559-37 
559-31 
559-32 
559- 33 
SS9- 36 
SS9-36 
559-37 
559-36 

559-38 
559-40 
559- 41 
559- 39 
559-41 
559-41 
SS9-4I 
559-42 
SS9-43 
559- 45 
559-45 



Prospect 
Point. 



558. 19 

558. 19 

558. l8 

558. 18 

558.17 

558. 18 

558-18 

558- 18 

558- 19 

558- 20 

558.21 

558.22 

558.25 

558.25 

558. 28 

558.29 

558.31 

558-33 

558-35 

558-37 

558-37 

558-38 

558-39 

558- 40 

558. 40 

558.41 

558.42 

558.42 

558.42 

558.42 

558.41 

558.42 

SS8. 42 

SS8. 42 

558. 42 

559-41 

55S- 41 

558. 40 

558. 39 

558.39 

558.38 

558.38 

558.37 

558.37 

558.37 

558.37 

558.39 

558-41 

558-41 

558- 43 
558- 43 
558-44 
558- 45 
558-45 
55S. 45 
558- 45 
558-46 
558- 47 
558.47 
558-48 



Horseshoe. 



512-84 

512.84 

512.84 

512.84 

512.84 

512.84 

512.84 

512.84 

512.84 

512-85 

512-86 

512.87 

512.86 

512.86 

512.88 

512.88 

512.88 

512.90 

512.90 

512. 90 

512.90 

512.90 

512.90 

512. 90 

512. 92 

512.91 

S12.91 

512.90 

512.92 

512.91 

512.90 

512.92 

512.91 

512.92 

512.91 

512.90 

512.92 

512.91 

512.90 

512.90 

512.91 

512.91 

512.90 

512.90 

512.90 

512.90 

512.90 

512.90 

512. 90 

512.92 

512.90 
512.92 
512.91 
SI2-9I 
512.91 
512.92 
512-92 
512-92 

512. 92 
512.93 



(■) 
(') 
(') 
w 
(') 
(') 
(■) 
(■) 
(') 
(') 
(') 
(') 
(') 
(■) 

0) 

50S. 32 
50S.32 
508. 32 

508. 37 
508. 39 

508. 42 
508.45 
508. 47 
508. 49 
508. 50 
508. 52 
S08. 53 
508. 54 
508. 52 
508. 53 
508. 53 
508. 53 
508. 52 
508. SI 
508. so 
S08. 49 
508. 47 
508. 45 
508.44 
508.44 
50S. 42 
508. 40 
508. 40 
508. 39 
508. 40 

508. 43 
508.46 
508.47 
508.47 

508. 50 
508.55 
508.57 
508.58 
508. 58 
508.60 
508.60 
508.60 
508.63 
508. 63 
508.64 



128 PRESERVATION OF NIAGARA FALLS. 

Table 46. — Elevation of water surface at tiines of changes in water diversion, igoS — Continued. 



Time. 



Aug, 



4.00, 
4.30. 
4-4° . 
S.oo. 
S.20. 
5-40. 
6.00. 
6.30. 
6.40. 
7.00. 
7.20. 
7.40. 
S.oo, 
S.20. 
S,40. 
9,00, 
9.30, 

9.40. 
10,00. 
10.20. 
10.40. 
11.00. 
11,20, 
11,40, 
12,00. 
12,20. 

12,40, 
13-00. 
13.20, 
13,40. 

14,00, 
14,20, 
14,40. 
15,00, 

IS.20, 

15,40, 
16,00, 

16, 20, 
16,40, 
17,00, 
17,20, 
17.40. 

iS.oo. 
IS.20. 

18,40, 
19,00, 
19.20, 

19,40, 

20,00, 
20,20, 

19.40 

21,00, 
21,20, 
31,40, 
22,00, 
32.30, 

22.40, 
23-00, 
23,20, 
33.40, 
=4.00. 



573- 

573- 

573- 

573- 

573' 

573 

573 

573' 

573 

573' 

573' 

573' 

573 

573' 

S72. 

57: 

573. 

573- 

572. 

572 

S72. 

572. 

S72, 

572. 

572. 

572- 

572, 

572. 

57- 

572, 

573. 

572. 

573- 

S73 

573- 

573 

573 

573. 

573. 

573. 

573' 

573- 

573- 

573- 

573- 

573- 

573. 

573. 

573. 

573. 

573. 

573. 

572 

572. 

573. 

57 

572. 

573. 

572. 

572. 

572 



Austin 
Street. 



56S. OS 
56S. 09 

568. 09 

568. 10 
56S, 12 

568. 15 

568. 16 
568.14 

568. 17 
568.14 
568. 16 
568.13 
568. 09 
568.07 
568. 03 
S68. 03 
568. 02 
567. 93 
567- 97 
567- 94 
567. 92 
567. SS 
567. 88 
567. 84 
567. 83 
567.83 
567- 79 
567- 79 
567. 78 
567. 78 
567. 78 
567-80 
567- 83 
567- S3 
567- S3 
567- 88 
567. SS 
567. 90 
567.91 
567.92 
567. 94 
567- 93 
567- 93 
567. 97 
567- 95 
567. 99 
567- 97 
567. 96 
567. 97 
567- 98 
567- 99 
567. 96 
567. 94 
567. 90 
567. SS 
567. 86 
567- S5 
567- 85 
567. 81 
567- 79 
567. 81 



Schlossers 
Dock. 



564, 20 
564, 20 
564, 33 
564, 22 
564- 23 
564- 24 
564- 24 
564- 26 
564- 26 
564, 26 
564- 27 
564- =8 
564- 28 
564- 28 
564. 28 
564. 28 
564- 28 
564- 28 
564- 27 
564. =6 
564, 26 
564- 24 
564- 22 
564- 21 
564- 19 
564. iS 
564, 16 
564. IS 
564- IS 
564- 13 
564- 12 
564, II 
564. 10 
564-09 
564. 09 
564-09 
S64-09 
564-09 
564.09 
564.09 
564. 10 
564. 10 
564. II 

564. 13 
564. 13 
564- 13 
564- 14 
564- 14 
564. 15 
564- IS 
564- IS 

564- 15 

564- IS 

564. 15 
564. 15 
564- 15 

564. IS 

564. 15 

564. 14 
564. 13 

564- 12 



Chippawa. 



563 
563 
S63. 
563 
563 
563 
363 
563 
563 
563 
563. 
563. 
563 
563 
563 
563 
563 
563. 
563 
363 
563 
563 
563. 
563. 
563. 
563. 
563. 
563. 
563- 
563 
563 
563 
563 
S63. 
563. 
563. 
563 
563. 
563. 
563. 
563. 
S63 
563 
563 
563. 
563- 
563 
563. 
563- 
563. 
563- 
563. 
563. 
563. 
563. 
563. 
563. 
563, 
563. 
563. 
563. 



Grass 
Island. 



562. 67 
562. 69 
562. 69 
562, 70 
562, 70 
562. 71 
562, 72 
562. 72 
562. 73 
562. 75 
562. 75 
562. 76 
562. 77 
562. 77 
S62. 78 
562. 77 
562. 76 
562, 74 
562, 73 
562. 72 
562, 72 
562, 71 
562. 69 
562. 68 
562. 66 
562-65 
562, 64 
562- 63 
562, 62 
562. 60 
562,60 
562. 59 
562, 5S 
562. sS 
562. 58 
562. 58 
562. s8 
562. sS 
562. 58 
562. 59 
562- 59 
562. 60 
562. 61 
562. 62 
562. 63 
562. 63 
562. 63 
562. 59 
562, SI 
562. 50 
562.48 
562. 49 
562. 49 
562. 4S 
562. 4S 
562.47 
562.47 
562. 45 
562.44 
S62. 43 
562. 43 



Ontario 
Power Co. 



559. 
559. 
559. 
559- 
559. 
539. 
559. 
559. 
559. 
559. 
559. 
559. 
559. 
559- 
559- 
559. 
559. 
SS9. 
SS9. 
559-48 



559- 
559- 
SS9- 
559- 
559- 
559- 
559- 
559- 
559. 
559- 
5S9. 
SS9. 
559. 
559- 
559- 
559- 
559- 
SS9- 
559- 
559- 
559- 
SS9- 
559. 
559. 
559. 
559. 
S59. 
559. 
559. 
559. 
SS9. 
559. 
559. 
559- 
559- 
559. 
539. 
559. 
559- 
559. 
SS9 



Wing dam. 



558- 48 
558.49 
558.50 
558.50 
558. 50 
558- SI 
558- 51 
5S8. 52 
558- 53 
558- 54 
558.33 
558.53 
558- S3 
558.54 
558.54 
558. 54 
558. S3 
538.53 
558- 52 
SSS- S3 
558- 51 
558-50 
558.50 
558.49 
558-48 
SS8.47 
558. 47 
55S. 46 
SS8. 45 
55S.44 
558.43 
558.43 
558.43 
558.43 
558.43 
558. 43 
558- 43 
558.43 
558.43 
558.43 
558.43 
558.43 
558.45 
558.46 
SSS. 46 
558.46 
558.46 
558-46 
558-43 
558-44 
558.43 
558.43 
558-43 
558-43 

555- 43 
558- 43 
558-42 
558.41 

556- 40 
558.40 
558.40 



Prospect 
Point. 



2. 92 
2, 92 
2-93 
2-92 
2-93 
2-92 
2-93 
2. 92 
2.94 
2-95 
2-95 
2. 96 
2-95 
2-95 
2-95 
2-95 
2-9S 
2-95 
2-95 
2-94 
2,94 
2.94 
2. 93 
2- 92 
2.92 
2. 92 
2,92 
2-93 
2-93 
2-93 
2. 92 

2, 92 
2.92 
2.91 

3. 92 
2.92 
2.92 

2. 93 
2.92 
2.93 
2- 93 
2-92 
2-93 
2-93 
2-94 
2-93 
2.93 
3.93 

3, 92 
2.92 
2,91 
3. 90 
2. 91 

2. 90 
2,91 
2.90 

3. 90 

2. 90 

3. 90 
2. 90 
2. 90 



Horseshoe. 



S08. 65 
50S. 67 
508, 69 
508, 69 
508, 69 
50S, 70 
508, 70 
50S. 71 
50S-72 
50S- 74 
SoS. 73 
S0S.74 
508. 74 
508. 74 
508. 74 
508. 74 
S08. 73 
50S. 69 
SoS. 69 
S08. 67 
508.66 
508, 64 
SoS. 64 
508. 61 
SoS. 60 
508.58 
50S. s8 
S08.56 
50S.56 
508, 54 
508.53 
508.51 
508.50 
508.49 
508.49 
508.49 
508.49 
SoS. 50 
508.49 
508.50 
508.50 
508.52 
508. 53 
50S. 54 
50S.54 
508.5s 
508.53 
508.52 
508. 53 

508, S2 

508.51 
508.53 
50S.54 
508.53 
508.55 
508.55 
S08-53 
508,52 
508-53 

SoS. 52 
508,53 



PRESERVATION OP NIAGARA FAI^LS. 
Table 46. — Elevation of -water surface at times of changes in water diversion, igoS — Continued. 



129 



Time. 



Buffalo. 



Aug. 3: 



o. 20 

0. 40 
1.00 

1. 20 
1.40 

2. 00 
2. 20 
2.40 
3.00 
3.20 

3-4'- 
4.00 

4. 20 
4.40 
S-oo 

5. 20 

S-40 
6. 00 

6. 20 
6.40 
7.00 

7. 20 
7.40 
8.00 
8.20 
8.40 
9.00, 
9. 20 
9.40 

10.00, 

ID. 20. 

10. 40. 
11.00. 

11. 20. 
11.40. 
12.00. 
12 20. 
12.40. 
13.00. 

13. 20. 
13.40. 
14-00, 

14. 20, 
14.40 
15.00 

15. 20 
15.40, 

i6. 00 



572-84 

572- " 

572 

572 

572 

572 

572 

572 

572 

572 

572 

572 

573 

573 

573 

573 

573 

573 

573 

573 

573 

573 

573' 

573 

573 

573' 

573' 

573' 

573 

573 

S73 

573 

573' 

573 

573 

573 

573 

573 

573 

573 

573 

573 

573 

573 

573 

573 

573 

573 



Austin 
Street. 



567- 
567. 
567. 
567. 
567. 
567 
567 
567. 
567 
567. 
567 
567 
567 
567 
567 
567 
567 
567 
567 
567 
567 
567 
567 
567, 
567. 
568, 
568, 
568, 
568, 
568. 
568. 
568, 
568. 
568. 
568, 
568, 
568, 
568, 
567. 
567. 
567, 
567, 
567, 
567- 
567 
5«7. 
567, 
567, 



Schlossers 
Dock. 



564. 
564 
564- 
564. 
564 
564. 
564 
564- 
564 
564- 
564- 
564- 
564, 
564, 
564, 
564' 
564, 
564, 
564, 
564, 
564' 
564- 
564. 
564- 
564 
564- 
564. 
564 
564 
564, 
Sl54' 
564 
5'i4' 
564, 
564, 
564, 
564, 
564, 
564. 
564, 
564, 
564, 
564, 
564 
564- 
564 
564. 
564- 



Chlppawa, 



563 
563. 
563 
563' 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
563 
S63 
563 
563 
563 
563 
563 
563 
563 



Grass 
Island. 



562. 42 
562.41 
562. 40 
562.39 
562.38 
562.38 
562.38 
562.37 
562.35 
562.34 
562.34 
562.34 
562.34 
562.34 
562.34 
562.34 
562.34 
562.35 
562.34 
562. 34 
562.34 
562.34 
562.35 
562.36 
562.38 
562.39 
562.42 

562. 45 
562.45 

562. 46 
562.47 
562.47 
562.47 
562.48 
562.49 
562.49 
562. 51 
562.51 
562. 52 
562. 52 
562.52 

562.52 
562.51 

562. 50 

562. 48 
562.48 
562. 48 

562.48 



Ontsrio 
Power Co. 



559-32 
559-31 
559-30 
559-31 
559-32 
559-31 
559- 30 
559-27 
559- 27 
559- 27 
559- 25 
559-26 
559-27 
559-26 
559-25 
559- 28 
559- 27 
559-28 
559-29 
559-30 
559-29 
559- 28 
559-31 
559-31 
559-31 
559-32 
559-35 
559-36 
559-35 
559- 36 
559-36 
559-38 
559-38 
559-38 
559- 39 
559- 40 
559-39 
559-40 
559- 40 
559- 40 
559- 40 
559-37 
559-41 
559-37 
559- 37 
559-38 
559-37 
559-36 



Wing dam. 



558. 
558. 
538 
5S8 
558. 
558. 
558. 
558- 
558- 
558- 
558- 
5S8. 
558. 
558. 
558- 
558 
558- 
558. 
558. 
558. 
558- 
558- 
558, 
55S. 
558. 
558. 
55S. 
5S8. 
558. 
5S8. 
558, 
55S. 
558, 
558 
558, 
558. 
5S8. 
5S8. 
558, 
5S8 
558. 
558, 
558. 
558, 
5S8 
558. 
558 
558. 



Prospect 
Point. 



512.90 
512.89 
512.90 
512. 88 
512.88 
512.88 
512.88 
512.89 
512. 90 
512.89 
512.90 
512.90 
512.88 
512.88 
S12.88 
512.88 
512.89 
512. 88 
512.89 
512.89 
512.90 
512.83 
512. 90 
512.90 
512.90 
512.91 
512.91 
512.90 
512.92 
512.92 
512.92 
512. 90 
512.91 
512.91 
512.90 
512.90 
512.90 
512.91 
512.92 
512.91 
512.92 
512.92 
513.92 
512.92 
512.92 
512.92 
512.92 
512- 91 



50S. 53 
508. S3 
508. 52 
508.52 
508. 51 
508.51 
508.50 
508. 50 
S08. 49 
508.47 
508. 46 
508. 47 
508. 4S 
508- 46 
50S. 49 

508. 46 

508. 47 
508. 46 
S08. 46 
508-44 
508-44 
508-43 
508.43 
508.4s 
508.44 
508. 47 
S08.48 

508. 49 
508. so 
508.50 
508.51 
508.50 
508. SI 

508.52 

508. 53 
508. 54 
508.56 
508.54 

508. 54 
S08. S3 
508.52 
508. 52 
508. 52 
508.51 
508.50 
508. SO 

508. 48 

508. 50 



I30 



PRESERVATION OF NIAGARA FALI^. 
Appendix 4. 

current meter ratings of 1907 and 1908. 

Table 49. — Summary of current meter ratings, still-water bases. 



Designation of 
rating. 



Absolute rating. 



Revolutions per second. 



Velocity in feet per second. 



Relative rating. 



Revolutions per second. 



Percentage velocity. 



Remarks. 



Meter suspended 6 feet 
in front of skifi. 



iB meter: 

July 

October. . . . 

November . , 
2B meter: 

July 

October 

November . , 
4A meter: 

July 

October. . . . 
46 A meter: 

November . , 



1907. 
July 24-27. 
Oct. S-14. . 
Nov. 8-1 1. . 



July 23-27.. 
Oct. 8-14.- ■ 
Nov. 9-12 . . 



Cayuga Creek 

....do 

Prospect Reservoir, 



Cayuga Creek 

do 

Prospect Reservoir. 



July 25-27. . 
Oct- 9-14- . - 



Ca^Tiga Creek . 
....do 



Nov. 9-12 . 



Prospect Reservoir . 



2-55 


3-76 


S-oo 


6.23 


2.51 


3.72 


4-93 


6. 14 


2.52 


3-71 


4.90 


6.12 


2.49 


3.68 


4-83 


6.04 


2.54 


3-74 


4.98 


6.32 


2-59 


3.82 


S.o8 


6-34 


2.50 


3-68 


4-88 


6.13 


2. S2 


3-6g 


4-Ss 


6. 04 


2.69 


4.09 


S-47 


6.84 



7.46 
7-36 

7-3S 

7.24 
7- 54 
7.61 

7.40 
7-34 



51.0 
50.9 
SI- 4 

51.6 
51- o 
51.0 

51.2 
52- o 



75- 2 
75-5 
7S-7 

76. 2 
75- I 
75- 2 

75-4 
76. I 

74.8 



100. o 
100. o 
100. o 

100. o 
100. o 
100. o 

100. o 
100. o 



124. 6 

124. 6 
124.9 

125. I 

126. 9 
124.8 

125.6 
J24. 5 



J49. 2 
149-3 
150.0 

149.9 
151.4 
149.8 

151. 6 
I5'-3 



Meter 2.5 feet deep. 

Do. 
Meter 4.5 feet deep. 

Meter 2.5 feet deep. 

Do. 
Meter 4.5 feet deep. 

Meter 2.5 feet deep. 
Do. 

Meter 4.5 feet deep. 



Table 50. — Still-water ratings of current meters 4A and 46A. 
METER L. S. 4A. 





Rating program No. — 




3 


4 


5 


6 


7 


8 


9 


10 


II 


12 


13 


14 


15 1 16 17 

1 


18 


19 


20 


21 


Bate. 


Approxim.ate velocity, feet per second. 




1. 00 


I. 25 


1.52 


2.00 


2.50 


2-94 


3-33 


3-Ss 


4.17 


4-5S 


4.76 


5.00 


5.26 


5-56 


5-88 


6.2s 


6.67 


7-14 


7.69 




Total revolutions on 400-foot base. 


1907. 


299 


310 










324 


324 








324 

1 
1 

f 324 
I331 


323 

327 

f 326 
1 329 
[328 












323 


July 26 1 


312 


317 


319 
318 


|32. 

1 325 
324 


1 326 
1 333 

327 
329 


330 

328 
329 


[326 
I 326 

1 

1 


1 324 
I328 

I326 
j 330 


327 
324 

327 
330 


1» 


f 324 
1 326 

326 


f 324 

326 

1 326 


323 








324 


327 
I 327 


322 












323 




299 


310 


312 


317 


319 


323 


324 


326 


329 


329 


326 


326 


327 


327 


327 


327 


32s 


32s 
332 
328 
330 


313 






Oct 9 1 


269 


292 


304 


317 






321 


324 




329 
1 326 
1 32s 






331 
329 


332 
333 
332 
332 


331 






Oct II 1 


1 319 
1 31S 


1 319 
319 


! 


327 
326 


326 


32s 
330 
326 


128 








298 


320 
313 






328 
f 327 
1 329 








2SS 


324 


328 




331 


330 


329 






















269 


290 


301 


317 


317 


319 


322 


326 


3=8 


327 


331 


327 


330 


332 


330 


32S 


327 


330 


328 





















METER L. S. 46A. 




















Not. 9« 






281 
281 
282 


292 
297 
29s 


301 

J 298 
1 297 

300 


294 

293 
293 

300 


295 

j,, 


295 
295 
293 


294 
292 
292 


293 

1=93 
I 292 

293 


292 
291 
291 


294 
291 


295 

1 291 
1 292 
J 292 
1 291 


( 293 

I 293 

291 

•93 


290 

\ 290 

392 


293 
291 
292 


f 292 
I 292 


f 292 
1 293 

! 

293 


29s 








\ 29« 

I 292 
290 




261 








Mean 


261 




281 


29S 


299 


295 


293 


294 


293 


293 


291 


292 


292 


292 


291 


292 


293 


293 


29. 











' Cayuga Creek, La Salle, N. Y. Meter 2.5 feet deep. 



» Prospect Reservoir. Buffalo, N. Y. Meter 4.5 feet deep. 



PRESERVATION OF NIAGARA FALLS. 

Table 51. — Still-water ratings of current meter iB. 
METER L. S. iB. 



131 





Rating program No.— 




3 


4 


S 


6 


7 


8 


9 


10 


II 


12 


13 


14 


IS 


16 


17 


18 


19 


20 


21 


Date. 


Approximate velocity, feet per second. 




I. 00 


J. 25 


1.52 


2. 00 


2.50 


2.94 


3-33 


3- 8s 


4- 17 


4- 55 


4.76 


5.00 


S.26 


S-S6 


5-88 


6.25 


6.67 


7.14 


7.69 




Total revolutions on 400-foot base. 


1907. 
July24> 


249 


295 


301 








317 


321 








320 

|32I 
[ 320 


319 
319 












July 15 1 


307 


314 


314 

316 

3JS 


319 

1 

1 


1 318- 
I 320 

320 


320 
31S 

319 


J 320 
I 322 


(322 

I322 

322 


321 


321 
321 


319 

322 




July 26 1 








318 


J318 
I 319 




July 27 1 












322 
































Mean 


249 


295 


301 


307 


314 


3IS 


318 


319 


319 


319 


319 


320 


319 


321 


322 


321 


321 


321 , 






321 


Oct. 81 




287 


292 








317 


323 


322 








321 


324 










328 


Oct.91 




3i6 


321 


325 


325 




1 326 
331 




|328 
I 321 


} 326 


327 
326 
323 


Oct. Ill 


266 
262 


280 


313 
289 


326 
321 
323 


322 


326 


327 
323 
326 








Oct. 12 1 


|3» 
I 307 


318 


319 
320 


32s 


324 
324 


326 


32s 


322 




327 




Oct. 14 1 




323 


324 
































264 


284 


298 


3" 


320 


321 


322 


322 


324 


32s 


324 


328 


324 


326 


322 


324 


326 


325 






326 


Nov. 8 > 






1 3°4 
I 307 

298 


313 


319 

f3l4 
[ 319 


321 

!'•■ 


323 

f 324 
I 320 

323 


323 
324 


|325 
I 32s 

{32s 


326 

326 

32s 


326 

325 
326 


326 

327 

324 

|325 

I 326 


32s 


323 
326 

325 


326 

|325 
I 326 


32s 

326 
326 


32s 

.326 

327 

326 


1 328 
1 326 






27s 


294 


J 326 


Nov. 118 


1 326 








































275 


294 


303 


313 


317 


321 


322 


324 


32s 


326 


326 


326 


325 


325 


326 


326 


326 


327 






3=6 



' Cavuga Creek, La Salle, N. Y. Meter 2.5 feet deep. 



' Prospect Reservoir, Buffalo, N. Y. Meter 4.5 feet deep. 



132 



PRESERVATION OF NIAGARA FALLS. 



Table 52. — Still-water ratings of current meter 2B, 
METER L. S. 2 B. 







Rating program Nos. — 




3 


4 


s 


6 


■ 7 


S 


9 


10 


II 


12 


13 


14 IS 


16 


17 


18 


19 


20 


21 


Date. 


Approximate velocity, in feet per second. 




1. 00 


1. 25 


1.52 


2.00 


2.50 


2.94 


3.33 


o-Ss 4.17 


4-33 


4.76 


S.oo 


S.26 


3.36 


5.SS 


6.23 


6,67 


7.14 


7.69 




Total revolutions on 400-foot base. 


1907. 
July 23 1 


232 


263 










32s 


323 










329 
331 


3=6 
J 331 
I 334 










329 


July 24I 




291 


|3M 
I 3to 

30S 


321 
322 


3=S 


329 

328 


f 331 
1 329 

323 


1„. 


331 
330 


332 
329 


331 


331 




July 25 1 








327 


j 332 
I 332 


1 


July 27 1 




















332 


328 




























Jlean 


232 


263 


291 


310 


322 


32s 


323 


326 


328 


329 


33° 


330 


330 


330 


330 


331 


331 


332 


328 




Oct. 81 




292 


2S7 








319 


3.2 


321 






315 
|3I3 
I 315 

\ 322 


1 


312 










31S 
314 
317 


Oct. 9I 




297 
314 
321 
3" 


306 
321 

3lS 


312 
316 


316 
323 
325 
322 


316 

329 
[316 
1 32s 

322 


313 
323 


309 
321 


312 


3i6 


Oct. ji> 


241 
252 


284 


297 
291 


321 
311 
322 


323 
324 


327 
323 


1 

328 
\ 321 
1 317 


322 

1 31S 

320 


Oct. 12 1 


321 
319 


322 


Oct. 14I 






3.8 


















Jlcan 


246 


2SS 


292 


313 


313 


314 


318 


320 


324 


322 


322 


319 


322 


31S 


319 


315 


317 


319 


317 


Nov. S"- 






J 292 
1 274 

[ 383 
I2S4 


29S 
299 

298 
304 

303 


\ 304 

1 310 
312 


30S 

31S 
314 


309 
317 


f 304 
i 3" 

[ 319 
1316 

316 


307 
311 

\ 319 

320 


3" 

(32. 
I 319 

316 


313 

31S 
321 


13.3 
l.,X4 

322 
319 


310 

313 
■ 320 

320 
, 320 

31S 


30s 
309 

\ 320 
31S 


319 


311 

(3=0 
I31S 


313 
}3=o 


307 
I 310 

t 319 
1318 

317 


320 
317 


Nov. 9' 






Nov. 12 5 




















Mean 






2S4 


300 


30S 


313 


313 


312 


314 


31S 


316 


317 


31S 


313 


315 


3IS 


3l6' 


314 


31S 









1 Cayiiga Creek. LaSalle. N. Y. Meter 2.5 feet deep. 

2 Prospect Reservoir, Buffalo, N. Y. Meter 4.3 feet deep. Observations of Nov. S given approximately double weight. 



PRESERVATION OF NIAGARA FALLS. 
Table 53. — Summary of meter ratings, igo8. 



133 



Desig- 
nation 

of 
rating. 



Date. 



Place. 



Revolutions per second. 



Velocity, in feet per second. 



Remarks. 



1908. 
June 20-25. 

July 3 

July II 

July 13-15-- 

July 29 

Aug. 7 

Aug. II. . . . 



Jime 20-25. 

July 3 

July II 

July 13-15.. 

July 29 

Aug. 7 

Aug. 12. . . . 



June 20-25. 

Julys 

July II 

July 13-15-. 



Aug. 7 

Aug. 12-13 • 



IB METER. 

Prospect Reservoir 

Niagara River 

do 

Prospect Reservoir 

Niagara River 

do 

Prospect Reservoir 



Prospect Reservoir. 

Niagara River 

do 

Prospect Reservoir. 

Niagara River 

do 

Prospect Reservoir. 



ISB METER. 

Prospect Reservoir 

Niagara River 

do 

Prospect Reservoir 



Niagara River 

Prospect Reservoir. 



1.29 
1.29 
1.29 
1-30 
1-30 
1.30 
I-3I 
1.30 



1.29 
I. 26 
1. 26 
1.26 

1-25 

1.26 
1.26 



1-34 
1-34 
1.40 
1-35 



1.34 
1-35 



48 



2-47 

2-41 

2.42 
2.42 
2-40 

2.38 
2.41 



2. 56 
2. 56 
2.64 

2-59 



2.58 
2.58 



3-71 
3-73 
3-71 
3-69 
3-69 
3-69 
3-73 
3-71 



3-69 
3-61 
3-62 
3-62 
3-59 
3-54 
3-59 

3-81 
3-81 
3-92 
3-84 



3-84 
3-83 



4.94 
4-97 
4-94 
4.91 
4.91 
4.91 
4.96 
4.94 



4.91 
4-83 
4- 84 
4. 84 
4.81 
4.72 
4-79 



5.07 
S-07 

5-22 

5.10 



S-09 
5- 10 



6.18 
6. 21 
6.18 
6. 14 
6. 14 
6. 14 
6. 21 
6.17 

6. 14 
6.04 
6.0s 
6.06 
6.00 
5.90 
5.98 



6.32 
6.32 
6.52 
6.38 



6.36 
6.38 



7-44 
7-44 
7-44 
7-36 
7-36 
7-36 
7-44 
7.40 



7.42 
7. 26 
7. 26 
7.28 
7.18 
7.0S 
7.18 



7-59 
7-S9 
7.82 
7.66 



7.64 
7-65 



Still-water base. 
Depends on 15B meter. 
Used as standard. 
Still-water base. 
Used as standard. 

Do. 
Still-water base. 
Mean of 4 and 7. 



Still-water base. 
Depends on isB meter. 
Depends on iB meter. 
Still-water base. 
Depends on iB meter. 

Do. 
Still-water base. 



Still-water base. 
Used as standard. 
Depends on iB meter. 
Still-water base. 

Depends on iB meter. 
Still-water base. 



Table 54. — Still-water ratings of current meter iB. 
METER L. S. iB. 





Date. 


Rating program Nos.— 


n 


2 


3 


4 


S 


6 


7 


8 


9 


ro 


II 


12 


13 


14 


IS 


16 


17 


18 


19 


20 


21 





Approximate velocity, in feet per second. 


1 

n 




1. 00 


I.2S 


1.52 


2.00 


2.50 


2.94 


3-33 


3.8s 


4-17 


4-55 


4.76 


5.00 


5.26 


5.56 


5.88 


6.25 6.67 


7-14 


7.69 


Total revolutions on 400-foot base. 


'i 


1908. 
June 20 

June 22 


272 
276 


291 
286 

297 


304 
3289 

1 303 
1 304 


313 

318 
314 


323 

324 
I 323 

\ 

1 


320 

1- 

324 


322 

|»3i6 
I324 

324 


321 

1- 

32s 


322 
323 

325 


'328 
323 

324 


321 

326 

f 323 

325 

[ 323 


32s 

321 
I 323 

324 
322 


321 
322 


325 
322 

326 


323 

322 

J 326 
I324 


321 

1- 


1 321 
1 320 

321 
323 


323 
323 


320 
32s 

[ 226 
I 325 


1 3 = 2 

t 320 
322 

323 




Mean. 




322 




274.0 


291-3 


303- 7 


315-0 


323-3 
319 
318 


323-0 


323-3 


322-7 


323-3 


323- 5 


323-6 


323-0 


321- 5 


324-3 


323-8 


323-0 


321-2 


323-0 


324.0 


321.8 


'4 




287 


1 3°2 
1 298 

303 


311 
314 

313 


323 

|325 
I 321 


32s 
I326 


(32. 
I 325 


»322 

[324 
I 326 


326 
325 


326 
325 


32s 
I 32s 


32s 
325 


32s 
32s 


32s 

j 323 
I326 


[ 324 
I326 

1 


I 326 
32s 


|323 
I 325 

326 


327 
I 327 


326 






I 323 
327 




Mean 










2S7. 


301.0 


312. 7 


318- S 


323-0 


325- S 


325-0 


325-0 


325-5 


325- 5 


325-0 


325.0 


325-0 


324-7 


323-0 


325- 5 


324-7 


327.0 


325-3 








'7 






302 


304 


317 


319 


319 


323 


322 


322 


322 


321 


321 


322 


321 


323 


324 


321 


323 


323 









* Prospect Reservoir, Buffalo, N. Y, Meter 4.5 feet deep. 



' Rejected. 



134 



PRESERVATION OF NIAGARA FALLS. 

Table 55. — Still-water ratings of current meter 14B. 
METER L. S. 14B. 





Date. 


Rating prot^ram Nos.— 


a 


2 


3 


4 


5 


6 


7 


8 


9 


10 


IZ 


12 


n 


14 


15 


16 


17 


18 


19 


20 


21 


a 



Approximate velocity, in feet per second. 


15 

a 


0.76 


1. 00 


I. 25 1.52 


2.00 


2.50 


2.94 


3-33 


3.8s 


4-17 


4-55 


4.76 


5.00 


5.26 


5-56 


5.SS 


6.25 


6.67 


7-14 


-.69 





Total revolutions on 400-foot base. 


■l 


1908. 
June 22 

June 23 — 

June 25... 

Mean. 


2 237 

291 

J 2S2 
I 279 


286 

307 

2S7 
312 


2299 
312 

306 

314 


= 306 
j'297 
I 317 

316 


326 
\ 324 

322 


324 

32s 

1^3iS 
I 323 


320 

326 

2321 


320 
(326 
I326 

I326 


3=6 

1- 

326 


325 

32s 

t324 
I 326 


323 
32s 
322 
324 


322 

(321 

1 326 
326 


1.: 

325 


325 
325 


327 

325 

I 32s 
1 324 


324 

327 

I 32s 


323 
326 


32s 

324 

f 324 
1 324 


= 319 
324 

322 


323 
324 




324 1 " 










2S4. 


29S.0 


310.7 


316.5 


324.0 


324.0 


325-0 


326.0 


326.3 


325- 


323- 5 


323- s 


325-0 


325-0 


325- 5 


325-3 


324- 5 


324.2 


323.0 


323.3 


■4 




303 


t3i6 
I 316 


3=3 
323 


{328 


327 


|328 
I 330 


328 
330 


1 329 


J 330 
I 331 


330 
330 


f 329 
\ 330 
1 331 


333 


331 


1 329 
I 332 


330 

\ 330 
332 


330 


[328 
I 331 


330 


Mean. 
Aug. 12 . . . 




331 






303.0 


316.0 


3=3- 


32S.0 


327.0 


329.0 


329.0 


329.0 


330.5 


330-0 


330.0 


333- 


331-0 


330-5 


331-0 I330. 


330- 


329.5 










'9 


i 




326 
322 


327 
|32S 
I 3=6 


331 

332 

32s 

f 330 

1 329 


333 
324 
329 

328 


33S 
332 

330 


333 
330 

330 


332 
330 

329 


33S 
332 

329 


339 
332 

330 


332 
331 


334 
332 


333 
330 

329 


331 
332 


337 
331 


334 
332 

329 


334 
333 

330 














Aug. 14 . . . 








327 




Mean 






























327.0 


329-0 


3=7- 


331-0 


330-0 


329-5 


330- S 


331- 


531- 


332-0 


330.0 


332.0 


331-0 


530. s 


33I.S 














'' 





^ Prospect Reservoir, Buffalo, N. Y. 



* Rejected. 



PRESERVATION OF NIAGARA FALLS. 
Table 56. — Still-water ratings oj current meter 15B. 



135 



METER L. S. isB. 





Date. 


Rating program Nos. — . 


i 


3 


3 


4 


S 


6 


7 


8 


9 


10 


II 


13 


13 


14 


15 


16 


17 


18 


19 


20 


31 


2 
•3 


Approximate velocity, feet per second. 


0.76 


1. 00 


I.3S 


I- S3 


3.00 


3.50 


2-94 


3-33 


3- 8s 


4-17 


4-SS 


4-76 


S-00 


5- 26 


S-S6 


5.88 


6. 25 


6.67 


7.14 


7-69 


n 


Total revolutions on 400-font base. 


«i 


190S. 
June 30 

June 23.... 

June 34 


357 
259 


286 
390 


392 
296 


r 302 

1 396 

399 

301 


306 

[ 303 

313 


310 

I 309 
I 3" 

313 


313 
312 
312 


314 
315 
314 


('310 
I 313 

[ 314 
31S 


314 

in 


3IS 

f 316 
I 31S 


317 

1'" 

3IS 


31S 
3IS 
31S 


3 IS 

I 314 
315 


31S 
317 
316 


315 

31S 

[316 
I 316 


[318 
I316 

316 

1 


[ 319 

31S 

J 316 
I 315 


31S 

315 

317 
318 


315 

316 
1 




Mean. 
July 13 . . 














1 ^" 




358.0 


288.0 


394.0 


399. s 


307.0 

30s 
[ 304 


3n. 

3" 

309 
310 


3-3 

313 

309 
3" 


314.3 


313- S 


314- s 
313 
313 

313 


315.3 
313 

311 
312 


3IS-7 

312 

312 
3H 


315-0 

(3:3 
I 313 

313 


31S-2 
314 


316.0 

313 

J 313 
I 313 


3 IS- 5 


316.7 


316.3 


316. 2 


315-8 


'4 




289 
383 


394 
394 


390 
J 301 

1*390 

300 


312 1 313 
312 1 
13X3 P" 




July 15. . . 








313 


313 
313 


' 314 
313 


313 






Do 




313 




Mean. 

Aug. 13 . . . 

Aug. 13 . . . 










3I» 






!8S-S 


294.0 


395-3 


304-3 


310.0 


310.7 


312.3 |3i2.n 


312-7 


313. 


311. 7 


313-0 


314.0 


313-0 312- 5 


313-0 


313-5 


313-0 








312-5 


'7 


360 

, 243 

36s 


371 
389 


28s 
.289 


39S 


310 
306 


311 


309 
311 


312 


313 


313 


313 


313 


314 


313 


312 


311 
313 


313 


316 
313 


314 


313 




Mean. 


263.0 


80.0 


287.0 


295.0 


308.0 


311.0 


310.0 


312.0 313.0 


313-° 


313-0 


3I2-0 


314-0 


313.0 


312.0 313.0 


312.0 


314-0 


314-0 


313- 



' Prospect Reservoir, Buffalo, N. Y. Meter 4.5 feet deep. 



• Rejected. 



REPORT OF SEPTEMBER 21, 1909. 

United States Eake Survey Office, 

Detroit, Mich., September 21, igog. 
The Chief of Engineers, United States Army, 

W ashingtmi, D. C. 
General: The project of April 30, 1907, approved by the Chief of Engineers May 8, 1907, for 
the expenditure of the original allotment of $5,000 made April 23, 1907, from the appropriation 
"Preservation of Niagara FaUs" of the act approved June 29, 1906, included, among other items of 
field work, measurement of the flow of the intake canal of the Niagara Falls Power Co., the object of 
such measurement being to determine whether this company was limiting itself to the diversion of 
8,600 cubic feet per second, the latter being the maximum volume of diversion permitted by this act, 
and being, further, the limit for diversion prescribed in the Secretary of War's permit of August 16, 
1907, to this company. 

2. These discharge measurements were made in the fall of 1907, and a special report upon the 
results ascertained was submitted February 13, 1908. These results are further included in the 
report of November 30, 1908, covering all investigations made to that date under then existing 
allotments from the appropriation "Preservation of Niagara Falls." 

3. Inasmuch as the discharge measurements of 1907 were made solely with the purpose of ascer- 
taining the volume of the diversion made by the Niagara Falls Power Co. under the usual conditions 
of operation, the field observations were limited to such as were necessary for the satisfactory comple- 
tion of the discharge measurements, and, while no attention was directed to the mechanical efficiency 
of the conversion of energy in the power houses, it was assumed that the company would, in view of 
the limitations imposed by the act, for its own advantage so operate its mechanical and electrical 
equipment as to derive the utmost possible return from the energy in the volume of water diverted. 

4. These discharge measurements are recorded in full in Table 61 of the report of November 30, 
1 908,^ and with additional information and in somewhat altered form appear also in Table i - of the 
accompanying report of Junior Engineer Sherman Moore. 

5. From these tables it will be seen that the discharge measurements of 1907 served to establish 
an average diversion of 0.165 cubic foot per second for each kilowatt of electrical energy developed at 
the switchboard. As the International Paper Co. was, by discharge measurements made at about 
the same time in its auxiliary headrace canal, believed to divert a maximum of 698 cubic feet per 
second, there remained for the Niagara Falls Power Co. an authorized diversion of 7,902 cubic feet 
per second. Based upon the above average diversion per kilowatt, and the supposed maximum 
diversion of the International Paper Co., Major (then Captain) C. W. Kutz, Corps of Engineers, at that 
time in charge of the supervision of power and transmission companies at Niagara Falls, with a view 
to enforcing the provisions of the act of June 29, 1906, on February 5, 1908, notified the Niagara 
Falls Power Co. that it must limit its output of electrical power to about 65,000 switchboard horse- 
power, this being in round numbers the equivalent of a diversion of 7,902 cubic feet per second at 
0.165 cubic feet per kilowatt, the exact equivalent being, however, slightly less than 64,200 horse- 
power. 

6. While the general manager of the company expressed surprise at the apparently small efiiciency 
of his mechanical and electrical plant, no objection was made to the limitation imposed by Major 
Kutz, and for over a year the company continued to observe the restriction thus placed upon its 

' See page 65. " See page 149. 

137 



138 PRESERVATION OP NIAGARA FALLS. 

output. In the meantime, it had become evident to this office that in all probability, due to con- 
current power-house conditions of operations, the coefficient derived from the measurements of 
1907 could not fairly be used as a basis in determining the efficiency of the plant and for deducing 
the corresponding volume of the diversion from the switchboard indications. 

7. As too high a coefficient would result in depriving the company of part of the diversion 
permitted under the terms of the permit of August 16, 1907, and as the officials of the company had 
expressed an entire willingness to cooperate with the United States in an attempt to arrive at results 
of more conclusive character, on April 3, 1909, this office addressed to the Chief of Engineers a letter 
requesting an additional allotment of $5,000 from the appropriation " Preservation of Niagara Falls," 
so that funds might be available for the field work necessary to determine more satisfactorily the 
efficiency of the plant belonging to the Niagara Falls Power Co. under various usual conditions of 
operation. This allotment was made by the Secretary of War on April 15, 1909, and the field opera- 
tions under it have been made and their results are herein reported. 

8. Prior to beginning the field operations proposed in the letter of April 3, 1909, it was already 
known in a general way that the generating equipment of the Niagara Falls Power Co.'s power house 
No. 2 was considerably more efficient than that of power house No. i , and it was further believed 
that the efficiency of each generating set varied with the valve opening of its turbine. The program 
of hydraulic measurements for the determination of the efficiencies of the generating units under 
various conditions of operation was, after conference with the officers of the company, therefore 
arranged so as to cover the widest practicable limits in the combination of the units and in the adjust- 
ment of the valve openings. 

9. It was believed that the efficiencies of the generating sets and the valve openings were con- 
nected by a law so definite as to be susceptible of expression in the form of a smooth and regular 
curve and the program of field work was arranged so as to furnish the data needed for plotting the 
desired curves. These curves appear in plates 3, 4, 5, and 6 of the accompanying report of Junior 
Engineer Moore, and show, respectively, the relation between valve opening and power generated, 
that between valve opening and diversion per kilowatt, and, finally, the relation between valve 
opening and efficiency. 

10. Field work was begun upon May 11, 1909, and was concluded upon August 3. The details 
of the methods employed are fully explained in the annexed report and no extended reference to 
them seems required. In a general way it may be stated that, coincidentally with discharge meas- 
urements in the intake canal, operating conditions were maintained so as to remain fixed as nearly 
as possible until a sufficient number of discharges for each test condition had in turn been taken. 
Simultaneously switchboard wattmeters were read and valve openings observed. From the data 
thus obtained by a series of approximations the curves of plates 4, 5, and 6 were derived, those of 
plate 3 being, on the other hand, based directly upon the observations. 

11. Examination of plates 4 and 5 shows a wide variation in the quantity of water used per 
kilowatt. For power house No. i, at 50 per cent valve opening, about 0.255 cubic foot of water 
per second is required to produce i kilowatt at the switchboard ; at 75 per cent valve opening this 
diversion becomes o. 1 75 cubic foot per second ; and at 90 per cent valve opening the corresponding 
diversion is 0.155 cubic foot. Beyond that point the curve for power house No. i is uncertain. As 
it is practically impossible under normal operating conditions to obtain and use a mean valve opening 
in power house No. i greater than 90 per cent, the curve above that point is of comparatively little 
importance. Below 90 per cent valve opening the cur\^e of plate 4 is fairly well determined and 
shows between 90 and 50 per cent valve opening an increase of diversion, or reduction in efficiency, 
of over 64 per cent. Plate 5 shows that the generating apparatus of power house No. 2 is notably 
more efficient than that of No. i. At 50 per cent valve opening the diversion is for No. 2 about 
0.158 cubic foot per second as against 0.255 above given for No. i. At 90 per cent valve opening 
these figures are, respectively, 0.121 and 0.155 cubic foot. Plate 6 shows that for power house No. i 
the mechanical efficiency varies from about 34 per cent at 50 per cent valve opening to 56 per cent 
at 90 per cent valve opening, the corresponding figures for No. 2 being 52 per cent and 69-I- per cent. 



PRESERVATION OF NIAGARA FALLS. 139 

12. Using the curves of plates 3, 4, 5, and 7, Junior Engineer Moore has deduced Table 10,* 
which embodies in as great detail as, after conference with the officers of the Niagara Falls Power 
Co., seemed desirable, the practicable operating combinations and their corresponding switchboard 
limitations, so that the total diversion should in no case exceed the limit permitted by law. 

13. While Table 10 has been derived as explained, the "permissible output" of columns 4 and 
6 has in each case been expressed in round numbers after being increased by 2 per cent. This allow- 
ance is made to give the company the benefit of any uncertainty in the observations'. 

14. It will be seen that 80,900 horsepower may at times be generated without a diversion 
exceeding 8,600 cubic feet per second, and that the switchboard output for 85 per cent of the test 
conditions enumerated may exceed the limit of 65,000 horsepower formerly prescribed. 

15. In the exercise of the duty of supervising the operations of this company under its permit, 
the limits of Table 10 have informally been communicated to the company and the company is now 
operating in conformity with them. The officers of the company have requested that before definitely 
imposing these limits further consideration be given to the propriety of increasing them, so as to 
equal the maximum individual result observed under each test condition; but, in view of the uncer- 
tainties in the readings of wattmeters, in the summation of these individual readings by the switch- 
board operators, and in the true values of the valve openings, and since, as explained in the preceding, 
some allowance has already been made above the totals indicated by a rigid application of plates 
3, 4, and 5, I feel that single abnormally high values of output should have no further weight assigned 
to them, and that Table 10 represents all that may fairly be allowed. It is accordingly proposed 
to make Table 10 the final and definite rule for the guidance of the company. 

16. Should the company conduct its operations in accordance with Table 10, it is evident that 
the duty of supervision becomes far more complicated than in the past. For the present an employee 
of this office now at Niagara Falls will be directed to make frequent inspections, but to continue this 
after the close of the field season will make the work of supervision expensive. The desirability, 
as well as the justice, of amending the Burton Act so as to permit the Niagara Falls Power Co. to 
divert water to the full capacity of its tailrace tunnel are plain. 

17. In view of the intimate bearing of this investigation upon the interests of the company, 
and as an acknowledgment of the helpful cooperation of the company, it is believed to be advisable 
to furnish the company with a copy of this report and permission to do so is requested. 

Very respectfully, your obedient servant, 

Charles Keller, 
Major, Corps of Engineers. 



United States Lake Survey Office, 

Detroit, Mich., August 11, igop. 
Maj. Charles Keller, 

Corps of Engineers, U. S. Army, Detroit, Mich. 

Major : I have the honor to transmit herewith a report covering the results of the measurements 
made in the canal of the Niagara Falls Power Co. during the present season, under appropriation 
"Preservation of Niagara Falls." 

Very respectfully, Sherman Moore, 

Junior Engineer. 

'See page 149. 
7821° — S. Doc. 105, 62-1 12 



140 preservation of niagara fai^ls. 

August, 1909. 
thb niagara falls power co. 

The plant of the Niagara Falls Power Co. is located in Niagara Falls, N. Y., on the bank of 
the Niagara River. It is just below Grass Island, about three-fourths mile above the head of Goat 
Island, and well above the point where the water breaks into rapids in its descent to the Falls. 
Water is taken from a headrace running in a northeasterly direction, making an angle of about 130° 
with the direction of the river. This headrace is 1,200 feet long, 200 feet wide at the river, and 
gradually narrows to 120 feet at its end. It was excavated in the dry from bedrock and has a 
mean depth of about 12 feet. From the mouth of the canal a dredged channel with a depth of 18 
to 20 feet extends several hundred feet into the river. In the river above this channel there are 
5 concrete barrier cribs, designed to break up the ice. Booms moored to other cribs serve to keep 
floating debris and ice out of the canal. 

On each side of the intake canal is located a power house. The water enters the penstocks 
through inlets provided with vertical lift gates. The penstocks are of steel, 7^ feet in diameter, 
and each supplies one turbine. The turbines are double, of the Fourneyron type. In power house 
No. I the turbines discharged directly into the air, but in power house No. 2 they are provided with 
draft tubes about 34 feet in length. The head on the turbines in power house No. i is normally 
136 feet. In No. 2 the working head, due to backwater in the wheel pits, is about 140 feet, depending, 
however, upon the amount of water consumed. 

Power is. transmitted from each turbine to an electrical generator on the power-house floor by 
means of a vertical steel shaft. The generators, running at 250 revolutions per minute, deliver two- 
phase alternating current at 2,200 volts. In power house No. i there are 10 units, each of 5,000 
horsepower rated capacity. In power house No. 2 there are 11 units, each of 5,500 horsepower rated 
capacity. The speed of the alternators is regulated by a valve operated automatically by a governor. 
This valve is cylindrical in form and regulates the amount of water flowing from the turbines. The 
gates in the inlet passages are always wide open when the unit is in operation. 

From the wheel pits, the water is carried away through a tunnel, which passes under the city 
and discharges into the Gorge just below the Upper Steel Arch Bridge. The capacity of this tunnel 
is the limiting factor in the amount of power which may be generated by the plant. The tunnel is 
too small to carry advantageously the present flow, and its capacity is considerably reduced by 
the eddies and cross currents caused by the large angle at which the tunnels from the power houses 
unite, and by the discharge from the International Paper Co.'s turbines, which enters the main 
tunnel at nearly right angles 835 feet below the junction of the two branches. At the upper end 
the tunnel flows under pressure at nearly all times. On July 17, by submerging the turbines in 
power house No. i, and reducing the head in power house No. 2 to 130 feet, 9,744 cubic feet per 
second of water were passed through the turbines of the two power houses. This with 616 cubic 
feet per second from the International Paper Co., making a total of 10,360 cubic feet per second, 
may be considered as the maximum capacity of the tunnel. At the time of this diversion, the 
switchboards showed a total output of 93,000 horsepower, the most power ever generated by the 
plant. 

Current for exciting the fields of the alternators in power house No. i is developed by small 
direct current generators operated by small turbihes served by branches from the main penstocks. 
In power house No. 2 the turbines operating the exciters are served with water from a wasteway 
at the end of the forebay, designed primarily for the disposal of ice. At the end of the canal there 
is a second wasteway used principally for sluicing ice. In power house No. i are located two large 
Pelton wheels, which pump the water for the city mains. 

In each power house are 4 pairs of bus bars, which receive the output of the alternators. 
These bars may be tied together through the switchboard, and interconnecting cables permit of the 
bars in power house No. i being tied to those in No. 2. The practice of the company has been to 
operate the bars in five or six banks, two or three banks in each power house. This divides the load 
and prevents the effect of a short circuit on the transmission fines from crippling the entire plant. 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 1. 



NIAGARA FALLS POWER CO. 




PRESERVATION OF NIAGARA FALIvS. I4I 

Local consumers are served at 2,200 volts directly from these bars. The rest of the power goes 
to the transformer house, where it is stepped up to 11,000 volts for transmission to the Union Street 
substation, and to 22,000 volts for transmission to Buffalo. 

The Canadian plant of the Niagara Falls Power Co., generating power at 11,000 volts, is con- 
nected by cables with the 1 1,000- volt bus bars in the transformer house. Power from the Canadian 
plant is also delivered, by way of Fort Erie, to the bus bars in the receiving station at Buffalo. By 
means of these interconnecting cables it is possible to operate the Canadian plant in parallel with 
the American plant, and to carry any portion of the load on either plant. As the Canadian Govern- 
ment exacts a tax on each horsepower developed, it has been the practice, since a limitation was 
placed on the output of the American plant, to develop continuously the maximum amount per- 
mitted with that plant, and to carry the balance, including the peaks, on the Canadian plant. As a 
result of this operating condition, the load of the Niagara Falls Power Co. is practically uniform 
throughout the day, dropping somewhat between midnight and early morning, but showing none of 
the peaks which usually characterize the output of a power plant. 

Plate I shows the location and general plan of the plant of the Niagara Falls Power Co. 

Under the terms of the Burton Act the water which may be diverted from the Niagara River 
by the Niagara Falls Power Co. is Hmited to 8,600 cubic feet per second. As the result of a series 
of measurements of the flow through the intake canal made in 1907, Maj. C. W. Kutz, Corps of 
Engineers, United States Army, imposed a limit upon the company of 65,000 horsepower at the 
switchboard. 

Table i Ms a reproduction of Table 61,^ in the report on "The Preservation of Niagara Falls," 
November, 1908, with the addition of data relating to the number of units in operation and the 
output from each power house. Referring to this table, it will be seen that a relatively large number 
of units was being operated in power house No. i , while some of the more efficient units in No. 2 
were idle. The average load per unit was also relatively low. The units in power house No. i were 
being operated at about 78 per cent of their rated capacity, and those in No. 2 at about 70 per cent. 
This was the direct result of the operating practice under which the total load was carried as a number 
of small loads, each on a distinct bank of bus bars. It seemed probable that, by operating the alter- 
nators at a higher load, their efficiency would be increased, and a greater amount of power could be 
generated with the same water consumption. It was for the purpose of determining the efficiency 
of the units in various combinations that the present series of measurements was made. 

METHODS. 

For the purpose of measuring accurately the amount of water consumed under certain test 
loads, hydraulic section No. 2, used in 1907, was reestablished. This section lies 275 feet below 
the head of the intake canal and about 80 feet above the upper end of the forebay of power house 
No. 2. The canal at this point is 175 feet wide. The location of the section is shown on plate i. 

Two wire ropes, 3K feet apart, were stretched across the canal on the line of the section. On 
these cables ran the four grooved wheels of a simple platform, or car, from which the meters were 
operated. The meters were suspended in the water by means of a special cable consisting of 6 feet 
of one-fourth inch wire rope, spliced to about 10 feet of three-eighths inch manila rope. The wire 
rope was provided with an insulated wire in its center carrying the current which operated the 
registers. The clean wire rope reaching above the surface presented a minimum resistance to the cur- 
rent, while the manila rope at the upper end facilitated handling the meters. The depth of the 
meter below the surface was determined by tags of cotton cloth i foot apart on the wire rope. The 
section was divided into 10 subsections or panels, and velocities were measured at the index points 
established in 1 907. No coefficient work was done, it being assumed that, as there had been no change 
in the cross section, the velocity coefficients would not have changed. 

The section was not resounded, but the bottom was carefully examined with a meter weight to 
make sure that no bowlders had been carried by the ice onto the section. The elevation of the 



' See page 149. 2 See page 65. 



142 PRESERVATION OF NIAGARA FALLS. 

water surface was determined by a gauge of the box and bottle t\-pe, placed just below the section 
in the same location as the gauge of 1907. The zero of this gauge was determined by a series of 
readings made on the water siuface on the line of the section 3 feet from the wall. The elevation of 
the zero was carefully checked at the close of the work and showed no change. The distance between 
the line of flotation of the bottle and the i-foot mark on the staff was checked several times during 
the progress of the work and did not change. 

A shed to shelter the observer and the registers, and to ser\'e as a storehouse for the instru- 
ments and tools, was built at the southeast end of the section. All the ^Tires forming the electrical 
coimections lead to a table in this shed, and within the shed the wiring was permanent. A complete 
copper circuit was carried to the meter on the conveyer to guard against short circuits through the 
ground and water. A Xo. 14 insulated copper wire carried the direct circuit to the meter on the 
section, and the return circuit was through the galvanized-iron ^vire which carried the tags marking 
the meter stations. Two distinct sets of batteries, each consisting of four No. 6 Columbia dr*- cells, 
were used, one on each circuit. The circuits were made through a two-pole single-throw switch, which 
was screwed to the table. By means of this switch, both meters could be started or stopped at the 
same instant. Time was taken from an ordinars" watch which was kno\vn to be correct. 

Each test load, «"ith a few exceptions, was maintained long enough to permit the measurement cff 
six discharges, two with each of three current meters. A discharge measurement consisted of one 
two-minute observation at each index point. "While the measurements on the section were in prog- 
ress, a meter was run continuously from the pulp-wood conveyor at the head of the canal at the 
general index point established in 1907. A meter was also run at the index point on section 2 in the 
canal of the International Paper Co. 

Readings of the wattmeters on the switchboards were made at inter\-als of 10 minutes during 
the progress of each test. The valve openings of the turbines were read each hour. The elevations 
of the water surfaces in each wheel pit were determined over a half-hour period during each test by 
staff gauge readings. These determinations were made by employees of the power company, and 
copies of the records were furnished by them. A general check on the readings of the wattmeters and 
valve openings was furnished by independent readings made by the writer, usually once or twice a 
day. 

After the obser\'ations had been reduced, it was foimd that the efficiency cun^es were weak at 
small valve openings. A second short series of tests was therefore made to strengthen the curves at 
these points. Only four measurements of the flow vrith two or three meters were made on these 
tests, and no measurements were made in the canal of the paper company. The results are, there- 
fore, not so strong as those of the first series, but it is thought that they are as accurate as the 
work required. 

The first test load was placed on the plant May 29. Between that date and July 8, 237 measure- 
ments of the flow, covering 36 test conditions, were made. On July S the work was suspended for a 
week to enable the power company to install two large water rheostats. Up to this time all the power 
developed had been used commercially, but owing to the destruction of two transformers by a short 
circuit, it was impossible to make use of all the power developed under the high loads of the later 
tests. The water rheostats cared for the surplus power and permitted a maximum development. 
On July 14 the work was resumed, and between that date and July iS, 46 measurements of the flow 
were made under 9 test conditions. The later series of measurements was begxm July 31 and com- 
pleted August 3. It comprises 32 measurements under S test conditions. 

CURRENT METERS. 

The outfit of the party included four t\"pe B Haskell current meters. These meters were all 
put into excellent condition before the party left Detroit. Before rating the meters, they were run 
for several days in the canal to insure smooth bearings and, as nearly as possible, a permanent 
running condition. The result of this preliminan.- work is the first 21 measurements of flow which 
were made with normal operating conditions in the power houses. 



PRESERVATION OF NIAGARA FALLS. 



143 



May 22-27, inclusive, the meters were rated on the still-water base in Cayuga Creek at La Salle. 
This was the same base used in 1907. The base, and the methods employed in rating the meters, are 
fully described in my report on "Preservation of Niagara Falls," submitted June 11, 1908, and'will 
not be repeated here. 

During the progress of the discharge measurements the meters were very carefully watched to 
detect any changes in their ratings. Each morning the meters were spun in the air in a vertical 
position, and the length of time the wheels turned was recorded. At the beginning of the work, the 
iB meter was set aside as a standard meter, and each of the other meters was run side by side with it 
once each day at a fixed point in the current. This current rating served to indicate changes in the 
ratings of the meters. On June 3, at the close of the day's work, meterisB, as a result of the break- 
ing of a hand rail, fell into the pulp-wood conveyor and was rather badly damaged. After its wheel 
had been straightened and its pivot returned, it was rated in the current with the iB meter. Two 
runs were made at each index point on the section, the relative positions of the meters being changed 
for the second observation. This is rating B of this meter. Rating B ^ was a similar rating made a 
few days later. It represents an abnormal condition of the meter and has been used in none of 
the reductions. 

In renewing the contact disk of the 15B meter, which was done before the beginning of the sea- 
son's work, silver had been used instead of platinum. This proved unsatisfactory, as the silver wore 
away rapidly as a result of the unavoidable spark when the electric circuit was broken by the pin 
leaving the silver for the rubber half of the disk. This wear left the disk rough and pitted and 
increased the friction on the wheel to a large extent. To remedy this trouble, small half circles of 
platinum were inserted where the contact pin jumped from the silver to the rubber and from the rub- 
ber to the silver. The remedy failed, and the meter was set aside, in place of the iB meter, as a stand- 
ard. In this capacity it was subject to so little use that the disk could easily be kept smooth. 

The second still-water rating was made on the La Salle base July 8-12, inclusive. Meter loB 
showed no change in its rating. Meter 14B showed a change of 1.2 per cent, the wheel turning more 
easily. The rating of the 15B meter checks the current rating B as well as could be expected. The 
rating of meter iB is not entirely satisfactory. The meter gives eccentric results, and evidently 
was not in good condition. This meter has seen a great deal of service, its record dating back to 
1 898, and it is probable that the brass bearing in the end of the wheel has become badly worn. Owing 
to the construction of the wheel, an examination of this bearing is impossible. The rating adopted 
differs about i per cent from rating A, the wheel turning less easily. Ratings made after rating C, 
but not included in this report, show that there were no important changes in the rating of the meters 
during the last part of the work. 

The details of the still-water ratings are shown in Table 2,' and a summary of the ratings in 
Table 3.2 

In reducing the measurements of flow, rating A was used for all work previous to the first still- 
water rating. For the period between the two still-water ratings, rating B, which is a mean of 
ratings A and C, was used for the iB and loB meters. An examination of the current ratings and 
other data indicated that the change in the rating of the 14B meter occurred about June 23. Rating 
A was therefore used up to that date, and rating C for the later work. Rating A was used for the 
15B meter until the time that it was damaged, June 4. After that time rating C has been used, as it 
has a greater weight than the current rating B. For the period after the second still-water rating, 
rating C was used for all meters. 

INTERNATIONAL PAPER CO. 

The International Paper Co. is the only tenant of the Niagara Falls Power Co. that buys water 
instead of electrical power. The location of its intake canal is shown on plate i. At the head of 
the canal there is a gatehouse with two gates separated by a masonn,' wall. Beyond the gatehouse 
the canal is 30 feet wide and about 10 feet deep, with planked sides and a smooth bottom. From 
the canal the water enters a vertical penstock 12 feet in diameter which, through short elbows, serves 

1 See page 150. 2 See page 151. 



144 PRESERVATION OF NIAGARA FALLS. 

six 56-inch Jonval turbines, each of a rated capacity of 1,300 horsepower at 140 feet head. The 
available head is about 135 feet. The power is transmitted from the turbines through vertical 
shafts to the power-house floor, where, by means of large bevel gears, it is transferred to horizontal 
shafts and is conducted to the grinding machines. The waste water from the turbines is discharged 
through a tunnel 660 feet long into the main discharge tunnel of the Niagara Falls Power Co. 

Section No. 2 lies 128 feet below the gatehouse and 175 feet above the racks. The water is 
boiling to some extent and the section is not an ideal one, but it is the best that the canal affords. 

As there was no record of the actual position of the head gates at the time of the measurements 
of 1907, the velocity coefficients were redetermined. Vertical velocity curves were measured at 
points 3, 12, 18, and 27 feet from the west wall, and the mean velocity of the cross section was 
determined with respect to a single index point at four-tenths depth at the center. The velocity 
coefficient for this single index point was found to be 0.791 ; that is, the mean velocity of the cross 
section at any instant is 0.791 time the simultaneous velocity at the single central index point. 
This is materially different from the coefficient of 1907 (0.891), and indicates a different setting of 
the head gates. 

The section was not re-sounded, the area determined in 1907 being used. Soundings with the 
meters in measuring velocity curves indicated no material change. As the amount of water consumed 
by the International Paper Co. is less than 10 per cent of the total permissible diversion of the Niagara 
Falls Power Co., an error of 10 per cent in the volume used by the former company would represent 
an error in the total quantity of less than i per cent. Therefore, no effort was made to obtain refine- 
ments in the work on the canal of the paper company. It is believed that the probable error of the 
combined determination of velocity coefficients and area is about 2Y2 P^'' cent. 

Before beginning the work the International Paper Co. was requested to maintain the head 
gates in some fixed position. The writer was assured by representatives and employees of the 
company that at all times during the obser\'ations of flow the westerly gate was wide open, and the 
easterly gate was raised about i foot. From an analysis of the measurements it appears probable 
that the position of the easterly gate varied from week to week, its adjustment being approximate 
only. It was the practice to close the gates ever}' Saturday night and open them again some time on 
Sunday, but ordinarily they were not touched at any other times. 

Velocity coefficients were determined during the week ending June 26. Assuming that the 
discharge as measured during this week is correct, the measured flow from May 29 to June 13 appears 
to be about 33^ per cent too large. The flow between June 13 and June 30 appears as substantially 
correct, and that after June 30 appears to be about 13 per cent too small. The records of the output 
of the mill show no variations of sufficient magnitude to account for these differences. 

Table 4 Hs a tabulation of the measurements of flow through the canal of the International Paper 
Co. Table 5 - shows the consumption with varying numbers of turbines based on the mean consump- 
tion of water as shown during the week ending June 26. 

Under the wording of the Burton Act, it is unla\\'ful for the Niagara Falls Power Co. and its 
tenants to divert at any time from the Niagara River more than 8,600 cubic feet per second of water. 
As the power company has no means of knowing the amount of water being used by the paper 
company at any particular time, in determining the water available for use in the turbines of the 
Niagara Falls Power Co. it is necessary to deduct from the total amount of water allowed to the power 
company the maximum amount which can be used by the paper company. For the determination 
of this quantity, it is thought proper to consider only the measurements made during the week in 
which the velocity coefficients were determined, as the position of the head gates is somewhat uncertain 
during the other measurements. 

The mean measured water consumption during this week, with six wheels running, was 724 
cubic feet per second. The maximum measurement showed a flow of 753 cubic feet per second. 
Seven measurements out of 47 showed a flow in excess of 740 cubic feet per second. As was stated 
above, the probableerror of the combined velocity coefficients and area is estimated to be aboutz^^per 
cent. The error of a single measurement, due to pulsations in the canal and to instrumental errors, 

^See page 154. ^Seepage 157. 



PRESERVATION OF NIAGARA FALLS. 



145 



is probably about i >^ per cent. Allowing the paper company the benefit of these probable inaccuracies, 
the maximum water consumption has been placed at 725 cubic feet per second. The Niagara Falls 
Power Co. may therefore use 7,875 cubic feet per second through its turbines. 

A consumption of 725 cubic feet per second by the International Paper Co. shows an efficiency 
of 67 per cent in the turbines based on their rated capacity reduced to 135 feet of head. 

REDUCTION OF OBSERVATIONS. 

Through the courteous offer of the Niagara Falls Power Co., an office was secured in power house 
No. 2, and the reduction of the results was carried forward simultaneously with the field work. 
The location of the office so near to the site of operations made the task of supervising both field and 
office work an easy one, and greatly facifitated progress. 

In the reduction of the discharge measurements in the canal of the Niagara Falls Power Co., 
the velocity coefficients and areas determined in 1907 were used. The discharge as measured by 
the meter on the section was accepted as the true flow. The results from the conveyor meter have not 
been used in any of the computations of relationship between water and power, and serve only as a rough 
check. Using the general coefficient determined in 1907, omitting all measurements during which 
the flow through the canal of the paper company was either unknown or was less than 550 cubic feet 
per second, 232 observations show a mean difference of ± 1.96 per cent between the flow as measured 
on the section and that measured by the conveyor meter. The maximum residual in this group is 
— 7 per cent. The maximum positive residual is +5.3 per cent. Eight residuals are greater than 
5 per cent, and of these six have a negative sign. That is, the majority of the large residuals show 
that the volume as measured by the conveyor meter is too small. It is possible that a part of these 
discrepancies may be due to the effect of weeds on the wheel of the conveyor meter. For several 
days in July moss and weeds drifting in the current gave a great deal of trouble. The conveyor 
meter was not cleaned as frequently as the meter on the section, and at times weeds collected on the 
wheel in considerable quantities. While an attempt was made to reject all erroneous observations 
the effect of the weeds may not have been entirely eliminated. 

The differences between the flow as measured at the two points were platted with respect to the 
percentage of the total output which was developed in power house No. i, and a relationship was 
determined. By this reduction the coefficients for use with the conveyor meter are as follows: 



Per cent of 

total load 

carried in 

power house 

No. 1. 


Velocity 
coefficient. 


60 

50 
40 
30 
20 


Per cent. 
116.0 
IIS- 4 
114. 7 
114. 1 
"3-4 



This relationship is not well defined, however, and will not greatly increase the accuracy of obser- 
vations made by a meter at the conveyor. 

The chief result of these reductions is the determination of the probable error of measurements 
made by a single meter at the conveyor. The probable error is about 2 per cent, and 96 per cent of 
the observations are likely to be correct to within 5 per cent. 

In Table 6 ^ are tabulated the measurements of the flow through the canal of the Niagara Falls 
Power Co. The volume by the conveyor meter in this table is that computed by the use of the velocity 
coefficient of 1907 (114.8 per cent). 

During the measurements of the flow in the canal, as has been stated, readings of the wattmeter 
in both power houses were made every 10 minutes. From these readings the mean output in kilowatts 

'See page 157. 



146 PRESERVATION OF NIAGARA FALLS. 

of each power house, for a time corresponding to the time of each discharge measurement, was derived. 
Readings taken three or four minutes before the beginning of the measurement, and three or four 
minutes after its completion, were included in the mean, as it was thought that the change in output 
in a few minutes was ordinarily less than the error of reading the wattmeters. As a measurement of 
the discharge normally took about 30 minutes, four or five lo-minute readings were usually included 
in each mean. The mean valve opening of the turbines in each power house was estimated from the 
nearest hourly readings and the relative output. 

All obser\-atioris on each test condition were then aA-eraged. Since the error in the rating of the 
meter is constant and cumulative, while the error of obser^-ation is accidental and compensating, the 
results by each meter were first averaged, and each mean result given a weight of imity in the general 
mean. Thus in some cases a single measurement by one meter might have a weight equal to that of 
three measurements by a second meter. Table 7 * shows for each measured discharge and for each test 
load, the output from each powex house, the elevation of the water surface at the section, the elevation 
of the water in each wheel pit, the total output in kilowatts, the total flow in cubic feet per second, 
and the ratio between water consumed and power developed. The results in the last column for the 
indi\4dual measurements are approximate only and were taken out \nth a slide rule. The mean 
ratio was obtained by diA-iding the mean water consumption by the mean total output in kilowatts. 

The agreement of the ratios for the indi^-idual measurements ofiFers the best available check on the 
accuracv of the work. The average mean difference of the indi\-idual results from the weighted 
mean of the group is 1.07 per cent. The maximum mean difference for any group is 2.5 per cent. 
These figures are based only on tests i— 41, inclusive. The results in the last series, tests 42-49, inclu- 
sive, were not included ; first, because the ratings of the meters were a little uncertain ; second, because 
the load was very unsteady, due to an attempt to hold the water consumption as near to 7,800 cubic 
feet per second as possible. An unsteady consumption not only results in less certain wattmeter 
readings, but also sets up pulsations in the canal which cause an unsteady gauge and fluctuating 
velocities. 

This mean error of 1.07 per cent includes not only the error of measurement, but also the error 
of the determination of the load from the lo-minute readings. The load carried by the power houses 
is not steady, but fluctuates continually 2 or 3 per cent. The determination of the mean ordinate 
to the load cun'e by readings at lo-minute inter\"als is therefore more or less inaccurate, but the 
labor involved in reading 42 wattmeters prevented the taking of readings at more frequent inter\-als. 

The elevation of the water surface in the wheel pits shown in Table 7 depends chiefly upon 
staff gauge readings covering only 30 or 40 minutes each day. The Niagara Falls Power Co. main- 
tains seff-recording gauges at units 5 and 10 in power house No. i, and at units 11, 16, and 21 in 
power house No. 2 . Some use was made of these records of these gauges, but they are not to be depended 
upon. The fluctuation of the water is at times very great and very sudden, and it has been foimd 
almost impossible, even by semidaily inspections, to keep the gauges at true elevation. 

Table S - is a summary of the results of the various tests tabulated ^^•ith respect to the total num- 
ber of imits in operation. 

In plate 2 have been plotted, for each test condition, the mean fall from Grass Island to section 
2 T^-ith respect to the mean total water consumption. The curve sho^vn was sketched in to pass 
as near as possible through the center of the plotted obser\-ations. 

EFFICIENCY OF UNITS. 

In plate 3 is shown graphically the relation between the output of the turbines in each power 
house and the valve opening, corresponding to a head of 136 feet in power house No. i and to 140 
feet in power house No. 2. In reducing the observed quantities to a imiform head, it has been 
assumed that the amount of power generated was in direct proportion to the head. The obser\-a- 
tions do not follow the mean line very closely. AMth a given mean valve opening, the output may 
varv as much as 10 per cent. This may be due to several causes. Small differences in the exciting 
current in the fields might account for some of it. The units probably dififer slightly in their efli- 

' See page 163. - See page 171. 



U. S. Lake Survey. Preservation of Niagara Falls. 

NIAGARA FALLS POWER CO. 

Fall Grass Island to Section *£, 

O.IO , O.EO O.30 0.40 



10500 



loooo 



9SOO 



6300 



6000 



Plate 2. 



O-5 Feet. 




FALL FROM GRASS ISLAND TO SECTION V/ITH RESPECT TO THE WATER USED. 



Z46 — I 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 3. 



NIAGARA FALLS POWER CO. 



Kilowatts. 



lOO 



SiO 



so 



f 

g,TfO 

o 



^ 60 



> 



50 

40 
lOO 

90 



•iso 

Cu 

O 




> 



60 



50 



lOOO 



2000 



3000 



4000 





• 








/ 




H 


Power 
iad on t 


House 
jr bines 1 


No.i. 
36 feet. 


o 5 


5?° 

) 










/ 


o 










o, 


/ 










/ 












/ 


z' 















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O 1 

OOD/ 
O / 


oQo e 


H 


Power 
5Qd on + 


House 
ur bines 


No. 2. 
140 feet. 




o o/ 

ojt 
/o 












/ 












/^ 


/ 

o 








/ 


X 


/^ 









RELATION BETWEEN VALVE OPENING AND KILOWATTS. 



U. S. Lake Suri-ey. Preservation of Xiagara Falls. 

NIAGARA FALLS POWER CO. 



Plate 4. 



o 
o 



o 

fi 

o 



o 

ti 

o 



o 

M 
N 

d 



0- o 
N 

o 

Si 

•« s 



(U 



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(A 

3 


c 










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o o o 

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3/^1° A 4.usD-iacl 





7821°— S. Doc. 105, 62-1- 



-13 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 5. 



NIAGARA FALLS POWER CO. 



Cubic Feet of Woter per Kilowatt . 

^QQ n, ^in ^ n-i'gft o.iIKO Q,1|4'Q QAfin (LX^ Ol^lQ Qd^O 



90 

? 

c 

a.so 
O 



> 



C 
Q} 

S. 

Q. 



50 



40 




EFFICIENCY CURVES. 



U. S. Lake Survey. Preservation of Niagara Falls. 



Plate 6. 



NIAGARA FALLS POWER CO. 



100 



IOlO. 



90 

cn 
c 

'c 

80 a. 
o 

(U 

> 

a 

70 > 

0) 

c 

Q> 
O 

1. 
0) 



60 



s<y 



4o 



Percentage EfficVency . 

.341 aji J2M 6.0 ■ g.Q. 



Based 
and 140 



Pow€:r House NiaZ 



feet heo 



on 136 f(;et head 1 



d in No.'! 



n No.l 



Ap 




-a,o 



EFFICIENCY CURVES. 



S. Lake Survey. Preservation of Niagara Falls. 

NIAGARA FALLS POWER CO. 

Cubio feef per seconcf per" furh/ne. 



Plate 7. 



600 



SSO 



SOO 



4SO 



■4-00 



3S0 



300 



ZSO 



>o 



O 



TO 



to 



\ 
















\ 














\ t 
\ -^ 
\ ^ 


1 


\ t 

\ ri 

\ ** 
\ "5 












-^ 



•s. 

\ -S. 
\ « 














\ '^ 

\ -z. 

X 


V 


X 


\ 












^ 


N 


\ 



Note:- T/)e i>reah incurve for Unifs Jn Poiver House /V<3./. of 6 6 - 6 8 per ceni is c/ue 
fo the presence of a dividing f/ant^e in fhe runners. A small /not^enien-f- of 
the ^afe cd ^bis poini does nol- change the f/otv. 



WATER CONSUMPTION BY TURBINES. 



PRESERVATION OF NIAGARA FALLS. I47 

ciencies, and different combinations might give different results. The most probable cause is an 
uncertainty in the exact mean valve opening. The opening of the valves was usually read only once 
an hour, and had to be interpolated for intermediate periods. 

For the determination of the efficiencies of the units in the two power houses, the best starting 
point is afforded by test 41 (A-i), during which power house No. i was entirely closed. This test 
gives directly a value for the amount of water consumed per kilowatt for the generators in power 
house No. 2, with a mean valve opening of 87 per cent. This value, corrected for the head, was 
substituted in all tests in which the mean valve opening in power house No. 2 was between 85 and 90 
per cent, and the relation between the output in kilowatts and the water consumed was computed 
for the units in power house No. i. These points were plotted, water consumed per kilowatt and 
mean valve opening, and through them was drawn a line representing a first approximation of the 
efficiency of the units in power house No. i. Using values scaled from this Hne, values for the water 
per kilowatt for different valve openings in power house No. 2 were determined. Using in turn a 
mean curve through these points, values were again derived for various valve openings in No. i. 
By alternating between power house No. i and power house No. 2 in this manner, values were obtained 
on the fourth approximation which differed by less than i per cent from those shown by the third 
approximation, and these values were adopted as substantially correct. 

Plates 4 and 5 show for a unit in each power house the water necessary to generate one kilowatt 
at valve openings from 50 to 100 per cent. 

As an indication of the correctness of these curves. Table 9 ' is presented. In this table the 
amount of water consumed by the entire plant for each test condition has been computed by means 
of the output of each power house as shown by the switchboard readings, the head on the turbines, 
and the curves of plates 4 and 5. The mean difference between the computed water consumption 
and the water consumption as actually measured is ±95 cubic feet per second, or 1.18 per cent. 
The maximum difference is 3.2 per cent. Ten observations out of 53 show a difference of over 
2 per cent. 

Provided there were no losses of any kind, the amount of water necessary to generate i kilowatt 
in power house No. i under a head of 136 feet should be, theoretically, 0.087 cubic feet per second. 
The corresponding amount in power house No. 2 under a head of 140 feet should be 0.0843 cubic feet 
per second. Dividing these quantities by the actual amounts necessary to generate one kilowatt 
for different valve openings as shown by the curves in plates 4 and 5, the efficiency curves shown 
in plate 6 were computed. These curves show, as percentages, the mean efficiency of the units in 
each power house from the water to the switchboard. 

Plate 7 is a combination of the curves of plates 4 and 5 with those of plate 3, and shows the 
consumption of water by the mean turbine in each power house for varying valve openings. 

In all of these reductions no account has been taken of the water which flowed through the 
canal and yet was not employed in generating power which showed at the switchboard. The effi- 
ciencies are therefore slightiy too low. About 500 kilowatts are developed by auxiliary generators, 
the city supply amounts to about 15 cubic feet per second, and the water expended in pumping it 
amounts to about 25 cubic feet per second. There is a slight leakage through the waste gates at 
the end of the canal, but this quantity was certainly less than 5 cubic feet per second. The total 
water consumption, therefore, which is not employed in generating the current which appears on 
the switchboard instruments, is about 100 cubic feet per second, or 1.3 per cent of the total diversion. 

SWITCHBOARD INSTRUMENTS. 

The amount of power developed by each alternator is shown at the switchboard by two watt- 
meters, one on each phase. The readings of these wattmeters were used in all computations involving 
output of power, and some knowledge of their accuracy is therefore desirable. The wattmeters are 
tested occasionally by shunting into the circuit a standardized meter. As the determination of the 
errors of the 42 wattmeters would have taken three or four days it was not thought advisable to 
test them all. Tests were made on four meters selected at random in power house No. 2, at 50 

' See page 172. 



148 PRESERVATION OF NIAGARA FALLS. 

per cent and at 90 per cent of full load. These four meters showed a mean error of ±2.4 percent 
at 50 per cent load and ±0.8 per cent at 90 per cent load. The algebraic means were — 2.4 per cent 
and — 0.4 per cent. A complete test of all wattmeters was made by the power company in May, 1909, 
and the records of this test were examined. The mean error at 50 per cent load was ± 2.3 per cent. 
The mean error at 90 per cent was ±1.9 per cent. The algebraic means were — i .4 per cent and +0.6 
per cent. The maximum error of any single meter was — 10 per cent. The maximum error of any 
two meters on the same alternator was —10.2 per cent. After this test the meters were adjusted, 
and a second series of observations was made, which shows very much smaller errors. The tendency 
of the wattmeters to show results which are too small is marked. This is a condition which would 
result unfavorably to the power company. It is therefore probable that the error in the total output 
due to errors in the wattmeters is somewhat less than 2 per cent. 

CONCLUSIONS. 

The efficiency tests of the units described in the preceding pages show that, without exceeding 
the limits imposed by the Burton Act, the Niagara Falls Power Co., by operating its plant in certain 
ways, may generate more than 65,000 horsepower. They also show that, under some of the com- 
binations of units occasionally employed in the past, the permissible diversion of water may be 
exceeded whUe developing less than 65,000 horsepower. 

After considerable thought and discussion of the subject, the officers of the power company 
requested that if possible the permit might be of the form shown in Table 10.^ This form, it is thought, 
covers all conditions under which it might be desirable or necessary to operate the power plant. 

The quantities for each combination shown in Table 10 were carefully computed by means of 
plates 3, 4, 5, and 7, for a water consumption of 7,875 cubic feet per second. The water used by 
the city of Niagara Falls is not properly chargeable to the Niagara Falls Power Co., under the 
accepted interpretation of the Burton Act. This amounts to 35 or 40 cubic feet per second, or 
about one-half of i per cent of the total water consumption. The mean error of the curves as shown 
in Table 9 is about 1.2 per cent. To compensate for the water used by the city, and for possible 
small errors in the reductions and computations, the exact figures of total permissible power for 
the combinations in Table 10 have been increased by 2 per cent, and expressed in the nearest 
hundreds of kilowatts. The corresponding horsepower is approximate, and is given in Table 10 
for convenience only. 

The most efficient method of operation would in general be a minimum number of units in 
power house No. i operated at a maximum valve opening. Two limiting valve openings have 
been specified in Table 10. Under a more complicated form of permit the output might be increased 
slightly without exceeding the allowable diversion, but it is believed that the increase of power 
would not compensate for the greater difficulties of operation and supervision. It is the desire of 
the power company that any permit be as simple as possible. 

It is therefore respectfully recommended that the Niagara Falls Power Co. be permitted to 
generate power as specified in Table 10. 

With the efficiency curves of plates 3, 4, 5, 6, and 7, and a knowledge of the output of each 
power house, and of the heads on the turbines, it will be possible to compute at any time in the 
future the amount of water consumed by the Niagara Falls Power Co., until the modification or 
replacement of some of the turbines or generators renders the cur\'es obsolete. 

In conclusion I wish to thank the officers of the Niagara Falls Power Co. for their constant 
courtesy and for their valuable assistance, by the fullest cooperation, in furthering the progress of 
the work. All data, drawings, and charts in their possession have been freely opened for my exami- 
nation, the plant has been operated under considerable disadvantage to them to secure the desired 
information, and I am indebted to them for many valuable suggestions in regard to the planning 
of the test conditions. 

Respectfully submitted. Sherman Moore, 

Junior Engineer. 

To Maj. Charles Keller, 

Corps 0/ Engineers, U. S. Army. 

'See page 173. 



PRESERVATION OF NIAGARA FALLS. 



149 



NIAGARA FALLS POWBR CO. 

Table i. — Relation of water consumed to power developed. 

[Observations of 1907.] 



Group 


No. 

Table 

61. 


Date. 


Time. 


Power house 
No. 1. 


Power house 
No. 2. 


Total 
power 
(kilo- 
watts). 


Total 

water 

(cubic 

feet per 

second). 


Ratio 


No. 


Units. 


Kilowatts 
per unit. 


Units. 


Kilowatts 
per unit. 


(i-i-h). 




a 


b 


c 


d 


e 


f 


i 


h 


i 


k 




4 

7 

S 
3 
6 
8 

18 
17 
19 
II 

2 
I 

12 
IS 
13 
14 
10 

34 
47 

48 
49 
50 
22 
46 
39 
23 

26 
27 
38 
25 
37 
40 
41 

21 
20 
24 
16 
28 
29 
30 

43 
42 
44 
45 


1907 
Sept. 20 


16.00-17.45 

13.4s-15.30 

9.00-10.20 

14.00-15.50 

10.30-11.45 

1s.30-17.00 


10 


2,760 


9 


2,870 


53,438 


8,651 












10 


2,760 


8 


2,940 


51,025 


8,001 


.156 




do 




10 

10 
10 
10 


2,700 
2,650 
2,700 
2,870 


8 
8 
8 
8 


3,000 
3,080 
3,190 
3,100 


51,083 

51,112 

52,567 
S3. 500 


8,077 
8.444 
8,582 
8,i8s 


.158 
.165 
.163 
.152 












do 








10 


2,740 


8 


3,060 


51,860 


8,258 


1-592 






14.45-15.50 

13. 30-14.45 

16.05-17.05 

9.00-10.30 

8.40-10.00 

9. 20-11. 05 


3 


9 
9 
9 
9 
9 
9 


2,560 
2,500 
2,620 
2,670 
3,020 
2,710 


9 
9 
9 
9 
9 
9 


2,690 
2,840 
2,910 
2,840 
2,830 
3,160 


47. ISO 
47.800 
49.825 
49. 533 
52,675 
52,800 


8,098 
8,061 
8,312 
7,770 
8,539 
8,412 




do 


.169 
. 167 




do 




Sept. 27 








. 162 






.159 








9 


2,680 


9 


2,880 


49,960 


8,199 








11.00-12.30 

11.15-12.30 

15.30-16.45 

9.15-10.40 

10.50-12.20 




4 


9 
9 
9 
9 
9 


2,500 
2,530 
2,620 
2,670 
2,670 


8 
8 
8 
8 
8 


2,790 
2,840 
2,760 
2,780 
3,050 


44.733 
45.533 
45,650 
46, 067 
48,367 


7,499 
7,597 
7,742 
7.761 
8,048 


.167 
.167 
.170 
.169 
. 166 






Oct I 




Oct. 2 




Sept. 26 




Mean 






9 


2,600 


8 


2,840 


46, 070 


7.-729 


.1678 






16.07-16.52 

1s.49-16.4s 


s 


8 
8 


2,750 
2,910 


10 
10 


2, 760 
2,880 


49. 550 
52,050 


8.295 
8,066 


.167 
•155 






Mean ; 




8 


2,830 


10 


2,820 


50,800 


8,180 






Dec. 5 


11.00-13.43 

13. 55-14.54 

15.01-16.27 

13.30-15.05 

J4.33-15.30 

12.59-14.02 

15.35-16.50 




6 


8 
8 
8 
8 
8 
8 
8 


2,810 
2,950 
2,900 
2,680 
2,620 
2, 700 
2,700 


9 
9 
9 
9 
9 
9 
9 


2,360 
2,500 
2,610 
2,840 
2,910 
2,870 
2,870 


43,708 
46,075 
46,683 
47, 050 
47.225 
47.375 
47.450 


7,494 
7,64s 
7,477 
7.800 
7.773 
7,787 
7.793 


.172 




.. .do.... 




do 








.166 






.165 

. 164 

.164 




Dec 3 .... 












8 


2,770 


9 


2,710 


46,510 


7,681 


.1653 




Nov 18. . . 


13. 10-14. 10 

14. 10-15.05 

10.00-10. 55 

10. 40-11. 45 

8.56-9.55 

14.05-15.05 

15.23-16.29 


7 


8 
8 
8 
8 
8 
8 
S 


2,620 
2,620 
2,810 
2,650 
2,840 
2, 720 

2, goo 


9 
9 
9 
9 
9 
9 
9 


2,990 
3,000 
2,820 
3,000 
2,840 
2,960 
2,800 


47,900 
48,000 
47,925 
48, 233 
48, 250 
48,375 
48,400 


7,884 
7,807 
8.075 
7,752 
8,113 
7,783 
7,817 


.165 
.163 
. i63 


do 




Dec. 3 




Nov. 18 


. 161 






.168 




f 

do. 


.161 
.160 










8 


2,740 


9 


2,920 


48,150 


7.890 


.1638 






10.35-11.40 

9.00-10.05 

9.1S-10.25 

10.00-11.25 

15.30-16.25 

9.15-10.15 

10.25-11.40 


8 


8 
8 
8 
8 
8 
8 
8 


2,790 
2,780 
2, 700 
2,800 
2,750 
2,790 
2,710 


9 
9 
9 
9 
9 
9 
9 


2,920 
2,940 
3.040 
2,980 
3,030 
3,000 
3,190 


48, SSO 
48,475 
48, 967 
49, 133 
49,325 

49, 283 
50,400 


8,044 
7.907 
8,163 
8,010 
8,113 
8,092 
8,239 


.165 




do 


.163 
.166 










.163 
.165 
.164 
.163 




Nov. 18 




Nov. 19 




do 








8 


2,760 


9 


3,010 


49, 160 


8,811 


.1678 






10.06-10.57 

8.47- 959 

ii.i2-il.S5 

13.22-14.27 


9 


8 
8 
8 
8 


3,100 
3,120 
3,050 
2,700 


8 
8 
8 
8 


2,780 
2, 780 
2,900 
3,410 


47, 075 
47,225 
47,600 
48, 850 


7,804 
7,771 
7,843 
7.637 


.166 


do 


.165 
.i6s 
.156 




do 




do 








8 


2,990 


8 


2,970 


47,680 


7.864 


. 1650 









Note. — Columns a, b, c, h. i, and k from Table 6i, report of 1908 on preservation of Niagara Falls. 



I50 



PRESERVATION OI^ NIAGARA FALLS. 

Table 2. — RatUigs of current tneters . 
[Meters on boom 6 feet ahead of skiff.l 
METER iB. 



Desig- 
nation 
of rat- 
ing. 



Mi-y 22. 

May 24. 

May 27. 
July 9. . 



July 10. 
July 12. 



Rating program Nos. — 



2 


3 


4 


S 


6 


7 


8 


9 


10 


II 


12 


13 


14 


Approximate velocity, in feet per second. 


0.76 


1. 00 


1.25 


1.52 


2.00 


2.50 


2.94 


3-33 


3.8s 


4-17 


4-SS 


4.76 


S-oo 



Total revolutions on 400-foot base. 



I 260 

261 
24s 

233 

267 



283 
277 

283 



28s 



292 
294 

287 

296 

298 



299 

297 

3°4 
311 

3" 
313 



309 

310 

308 
316 



3IS 
317 

314 

321 

322 
320 



316 
318 

3IS 

323 



'316 

318 
319 
319 
318 



323 
321 



'31S 

320 
320 

317 
325 
323 
321 
322 



'312 
'314 

319 

323 

316 
324 

322 
321 



'318 

320 
321 
320 
315 



320 
320 
319 



320 
320 

318 

323 

320 
322 
320 



321 
321 

31S 

321 

323 

320 



METER loB. 



May 24 . 
May 25. 
May 26 . 



July 9.. 
July 12. 



' 218 
253 
224 



215 

259 



262 

283 

259 
270 
269 



272 
279 



278 



28s 
282 



301 
290 



291 
300 



3°3 
309 
304 



303 
309 



311 
313 
309 



311 
311 



f 314 
I 314 

318 



313 
317 
31S 



318 



313 
318 



31S 
319 
317 



316 

314 
319 



318 



313 
317 



317 
316 



316 



314 
318 



319 
317 
315 



319 
319 



318 
319 
316 



31S 
320 



METER 14B. 



May 25 . 

May 26. 

May 27 
Julys.. 



July 9. . 
July 10. 



263 
292 



306 



296 

287 



312 
316 



312 
315 



332 

314 

326 



323 
326 
325 
326 



325 

' 307 

329 

332 



336 

337 
332 



332 
330 



334 
332 
337 



338 

337 
334 
335 
334 



f 339 
1 338 



334 
333. 



338 
338 



'327 
340 
337 
336 



339 



33 S 
332 
[ 333 
I 335 



33S 
337 



333 
333 
333 



METER isB. 



May 22. 
May 25. 
May 27. 
July 8. . 



July 10. 



265 


'234 


'26s 


261 


276 


I 287 
1 '250 


286 


( 292 
1 286 


300 
297 


225 


259 


278 


J 245 


271 


278 


1 207 


246 


276 



308 



278 J 



306 



280 
281 



30s 
313 

30S 
308 
2S9 



3" 
'31S 



310 
308 



306 
'303 



295 
291 



317 

318 

313 

'306 



295 
295 



316 



315 
316 

296 



317 
315 



293 
291 
293 



[ 317 



316 

f 298 
I 296 



318 



f 316 
I 3.5 



296 



295 
294 



1 Not used in reduction. 



PRESERVATION OP NIAGARA FALLS. 
Table 3 . — Summary of ratings of current meters. 



151 



Desig- 
nation 
of 
rat- 
ings. 



A 
B 
C 



A 
B 
C 



A 

C 



A 
B 
B' 
C 



1909 

May 24-27. 



July 9-12. 



May 24-26. 



July 9-12. 



May 25-27. 
July S-io. . 



May 22-27. 
June 7. . . . 
June II. , . , 
July 8-10. . 



Place. 



METER IB. 

Cayuga Creek . . . , 



Cuyuga Creek 

METER loB. 

Cayuga Creek 



Cayuga Creek 

METER 14B. 

Cayuga Creek 

. . . .do 



Absolute rating. 



Revolutions per second. 



Velocity per second. 



METER 15B. 

Cayuga Creek 

Power company canal. 

....do 

Cayuga Creek 



1-35 
1.33 

1.32 

1.38 
1.37 
1.36 

1.27 
I. 25 



2.54 


3.76 


2.52 


3.74 


2.49 


3-72 


2.57 


3.79 


2.56 


3-79 


2-55 


3-79 


2.40 


3-35 


2.41 


3.60 


2-57 


3.81 


2.78 


4.03 


2.63 


3.90 


2.73 


4.07 



5.01 
4.99 
4.97 



3.05 
S.05 

5- OS 

4-73 
4-79 



S.07 
5.28 
S.18 

5-42 



Relative rating. 



Revolutions per second. 



Percentage per second. 



26.9 
26.6 
26.6 



27-3 
27. 1 
26.9 



26.8 
26. 1 



26.4 



so. 7 


73-° 


50. s 


75. 


SO. I 


74.8 


SO. 9 


7S-2 


50.7 


73-2 


SO-S 


7S-2 


so. 7 


73-1 


SO. 3 


73.2 


SO. 7 


73- 1 


S2.7 


76.3 


SO. 8 


75- 3 


SO. 4 


75-1 



100. o 
100.0 
100. o 



100. o 
100. o 
100. o 

100. o 
100.0 



100. o 
100. o 
100.0 
100. o 



Remarks. 



Stillwater base. 
Mean of A and C. 
Stillwater base. 



Stillwater base. 
Mean of A and C. 
Stillwater base. 

Stillwater base. 
Do. 



Stillwater base. 
Current rating with iB. 

Do. 
Stillwater base. 



152 



PRESERVATION OP NIAGARA FAI,I^. 

Table 4. — Summary of discharge measurements, International Paper Co. 
[Elevations in feet above mean tide at New York.] 



Number. 



Con- 
secu- 
tive. 



Corre- 
spond- 
ing dis- 
charge, 
Niagara 
Falls 
Power 
Co. 



Time of day. 



Rating. 



Water surface elevation. 



Index 
velocity. 



Grass 
Island. 



Section. 



Fall, 

Grass 
Island to 
section. 



Wheels 
in oper- 
ation. 



Volume 
of flow 
(cubic 
toot- 
seconds). 



May 29. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

June I . . 

do.. 

do.. 

do.. 

do.. 

do. 

do.. 

do., 

June 2 . . 

do.. 

do.. 

do.. 

do.. 

do.. 

Jime 3 . . 

....do,. 

,..,do.. 

...,do,. 
do.. 

....do.. 

do.. 

do.. 

June 4 . . 

do,. 

do.. 

Jime s . . 

....do.. 
...do,. 

....do.. 
June 7 , . 

....do.. 

...,do,, 

..,.do,. 

....do,. 

....do.. 

....do.. 

...Mo.. 
Junes. . 

....do.. 

....do., 

..,,do. , 

....do.. 

....do.. 
June 9, , 

....do.. 
June 10 . 

....do.. 



S.44- 9.27 

9.30- 9- SI 
10. 17-10. 55 

10. 55-11.58 
13.58-14-41 
14. 41-15.08 
15.55-16.44 

8.35- 9.12 

9. 12-10.42 

■ II. 13-12.00 

13. 21-14. 02 
14. 02-14. 48 
14-48-15.14 
15.40-16. II 
16. 11-16. 32 
10.37-10.58 

11. 24-11. 50 
13- 55-14-41 
14- 41-15- 03 
15-32-15-58 
16-00-16. 20 

8.41- 9. 16 
9. 16- 9.42 
10. 01-10. 33 
10. 34-10. 59 
13-38-14-27 
14- 27-14- 49 
15. 12-15. 53 
15.55-16.02 
16.03-16. 17 
16. 22-16.45 
16.47-16. 58 
13.51-14.12 

14. 12-14. S3 
15. 14-16. 10 
16. 10-16.31 

9. 02- 9. 47 
9. 4S-10. 13 
10. 13-10. 53 
II. 17-11.47 
14- OS-14- 36 
14-37-15-03 

15. 20-ls-SO 
15. 51-16. 21 

8. 58- 9. 23 
9. 23- 9. 44 
10. ii-io. 37 
10.37-11.02 
14.00-14.47 
I4-47-IS-I9 
15.46-16. II 
16. 12-16.37 
9.06- 9.39 
9. 39-10. OS 



14B 
14B 
15B 
ISB 
loB 
loB 
14B 
isB 
15B 
loB 
14B 
14B 
14B 
loB 
loB 
loB 
14B 
isB 
ISB 
14B 
14B 
14B 
14B 
isB 
isB 
loB 
loB 
15B 
15B 
14B 
loB 
14B 
ISB 
ISB 
15B 
15B 
14B 
14B 
14B 
15B 
loB 
loB 
15B 
15B 
isB 
isB 
14B 
14B 
14B 
14B 
loB 
loB 
14B 
14B 



A 
A 
A 
A 
B 
B 
A 
A 
A 
B 
A 
A 
A 
B 
B 
B 
A 
A 
A 
A 
A 
A 
A 
A 
A 
B 
B 
A 
A 
A 
B 
A 
C 
C 

c 
c 

A 
A 
A 
C 
B 
B 
C 
C 
C 

c 

A 
A 
A 
A 
B 
B 
A 
A 



2.6s 
2.85 
2, 90 
2.87 
2.87 
2. 96 
2.88 
2.99 
2.99 
2.98 
3-07 
3-08 
3.0s 
2.98 
2.92 
2.97 
2.93 
2.98 
2.96 
3.01 
2.97 
2.9s 
2.96 
3.06 
3. II 
2.99 
3-05 
3-00 
2.99 
3- 04 
3. II 
3.10 
2.89 
2.94 
3- 04 
2-93 
3.07 
3.08 
3- 07 
3-03 
3-02 
3.06 
3-°3 
3-09 
3- II 
3-09 
3-07 
3- 08 
3-22 
3-19 
2.58 
2.87 
3-13 
3-14 



562. 24 
562. 24 
562. 25 
562. 27 
562. iS 
562. 16 
562. IS 
562.09 
562.09 
562.06 
362.05 
562.03 

562.00 

561.99 

562.00 
562. 16 

562. 16 
562. 18 

562. 17 

562. IS 

562. 14 
562.08 
562. 08 
562. 08 
562.08 

562. 13 
562.14 

562. 15 

562. 14 
562. 04 

562. 04 
562.04 
562. 10 
562. II 
562. II 

562. 12 

562.01 
562.00 

561.99 

562.01 
561.99 
561.98 
561.96 
561.96 

561.93 
561.92 
561.91 
561.89 
561.72 

s6i. 72 
562. 04 
562. 03 
561.98 
561.98 



561.52 
561.50 
561.52 
561. 53 
561.44 
561.42 
561.40 
561.30 
561. 28 
561.27 
561. 26 
561. 21 
561. 20 
561. 20 
561.21 
561.42 
561.40 
561.43 
561.40 
561,38 
561.39 
561.30 
561.31 
561.31 
561.32 
561.37 
561.38 
561. 38 
561.38 
561.27 
561,25 
561.24 
561.31 
561.30 
561.32 
561.30 
561. 20 

561. 19 
561. 19 
561.19 

561. 20 
S6i. 18 
561. 16 
561. 16 
561. 13 
561. 13 
561. 12 
561. II 

560. 84 

560. 85 
561.36 
561. 23 
561.05 
561.06 



685 

731 

747 

740 

733 

756 

734 

756 

754 

7SO 

773 

771 

762 

746 

730 

759 

747 

762 

753 

764 

?57 

743 

746 

772 

787 

761 

774 

761 

761 

763 

782 

777 

731 

743 

768 

740 

768 

771 

768 

758 

7SS 

762 

756 

769 

772 

766 

763 

764 

778 

771 

6SS 

720 

774 

774 



PRESERVATION OP NIAGARA FALLS. 
Table 4. — Summary of discharge measurements, International Paper Co. — Continued. 



153 



Number. 



Con- 
secu- 
tive. 



Corre- 
spond- 
ing dis- 
charge, 
Niagara 

Falls 
Power 

Co. 



ss 

S6 

57 

S8 

59 

60 

61 

63 

63 

64 

6S 

66 

67 

68 

69 

70 

71 

72 

73 

74 

75 

76 

77 

78 

79 

80 

81 

82 

83 

84 

8s 

86 

87 

88 

89 

90 

91 

92 

93 

94 

95 

96 

97 

98 

99 

xoo 

101 

103 

103 

104 
los 
106 

107 
108 
109 



99 
100 

lOI 

102 

103 
108 
109 
no 
III 

112 

113 
114 
115 
116 

"7 

118 
119 

122 
123 
124 
125 
126 
127 



138 

129 

130 
131 
133 
134 
135 

136 

137 

138 

139 

140 

141 
142 

143 
144 



June 10 . 

do.. 

do.. 

do.. 

June II. 

do.. 

do.. 

do.. 

do.. 

do... 

do... 

....do... 
June 12 . . 

do... 

do... 

....do... 
June 14.. 
....do... 
....do... 
....do.... 
June IS. . 

do.... 

do.... 

do.... 

do.... 

do.... 

do.... 

do.... 

June 16... 

do.... 

do.... 

do.... 

do... 

do.... 

June 17. . . 
....do.... 
....do.... 
....do.... 
....do.... 
...do.... 
....do.... 
....do.... 
....do.... 
June 18... 
....do.... 
...do.... 
...do.... 
....do.... 
....do.... 
....do.... 
....do.... 
...do.... 
June 19... 
...do.... 
....do.... 



Time of day. 



10. 34-11. OS 
II. 05-11.30 
13. 56-14-37 
14- 37-15- 33 
9. 05- 9.26 
9.26- 9. 52 
10. 14-10. 39 
10. 39-10. 50 

10. 50-11. 20 
14- 03-14- 54 
14-54-13-58 
16- 13-16. ss 
14. 30-1 s. 01 
15.01-15.33 

IS- 49-16- 13 

16. 13-16. 55 
9.17- 9.47 
9. 47-10. 13 

10. 38-11. 13 

11. I3-II. 47 

8. S2- 9. 28 
9. 28- 9. 52 

10. 12-10.47 
10. 47-11. 13 
13.43-14-19 

14. 19-14- 44 
15- 13-15- 43 
15-43-16. 10 
8. 38- 9. 16 
9. 16- 9.41 

9. s6-io. 47 
10.47-11. 12 
15-33-16. 14 
16. 14-16. 49 

8. 42— 9. 01 
9. 08- 9. 28 
9. 48-10. 09 

10. 10-10. 40 
13. 41-14. II 
14. 11-14.40 
14.40-15.08 
IS- 31-16. 01 
16.01-16. 22 

8.43- 9.18 
9. 18- 9. 50 

II. 15-11.53 
13.36-13-47 
13- 47-14- 07 
14- 36-14. S7 
14- S7-I5- =9 
15.45-16.21 
16. 31-16. 51 
8.36-8.57 
8-S7- 9-43 
10.51-11.32 



Meter. 



Rating. 



Index 
velocity. 



15B 

ISB 

loB 

loB 

15B 

15B 

loB 

loB 

loB 

14B 

14B 

loB 

14B 

14B 

ISB 

15B 

14B 

14B 

loB 

loB 

15B 

15B 

loB 

loB 

14B 

14B 

loB 

loB 

loB 

loB 

14B 

14B 

14B 

14B 

15B 

15B 

loB 

loB 

14B 

14B 

14B 

ISB 

ISB 

loB 

loB 

14B 

iB 

iB 

loB 

loB 

14B 

14B 

iB 

iB 

loB 



C 

C 

B 

B 

C 

C 

B 

B 

B 

A 

A 

B 

A 

A 

C 

C 

A 

A 

B 

B 

C 

C 

B 

B 

A 

A 

B 

B 

B 

B 

A 

A 

A 

A 

C 

C 

B 

B 

A 

A 

A 

C 

C 

B 

B 

A 

B 

B 

B 

B 

A 

A 

B 

B 

B 



3-09 
3-19 
3-03 
3-06 
3-00 
2-93 
1-95 
3.78 
2.97 
2.84 
2.87 
3.88 
3.97 
3.04 
3.92 
3.00 
3.84 
3. 70 
2.81 



Water surface elevation. 



Grass 
Island. 



2.69 


2.67 


3.74 


1. 61 


1.83 


2-44 


2-43 


2.20 


3. 12 


2-93 


2.92 


2.76 


3-93 


3-01 


2.94 


2.86 


3.81 


2-75 


2.80 


2.90 


2.87 


2-97 


3-00 


2.89 


2.96 


3.87 


3.76 


3.76 


2.88 


2.78 


2.76 


3.81 


3. 78 


3.77 


3.86 


3.82 



561-94 
561-94 

563.06 
562.09 
563.37 
563.36 
562.35 
562.25 
562.24 
562. 13 

562. 13 
562. 13 
562.25 
562. 24 
562. 30 

562. ig 



563. 35 

563. 36 
563. 37 
562. 28 

562. II 

563. II 

563. 13 

562. 14 
562. II 
562. 10 
562. 23 
562. 33 

562. 30 

563. 19 
563. 23 
563. 33 

562. 22 
562.21 

563. 31 
562.02 
562. 03 
563.09 
563. 24 
562. 36 
563.31 
562.33 
562. 42 
562. 45 
562.37 
562.37 
562.36 



Section. 



561.03 

561.00 

561.12 

561. 16 

561.34 

561.36 

561.65 

561.38 

361.37 

561. 26 

561. 23 

561.24 

561.43 

561.38 

561.36 

561.33 

561.53 

561.53 

561-53 

561.57 

561.51 

561.49 

561.69 

S6i.63 

561. 64 

561. 6s 

561.66 

561.66 

561. 17 

561.17 

561.25 

561.33 

561. 15 

561. 13 

561.42 

561.42 

561.41 

561.38 

561.42 

561.44 

561.41 

561-39 

561.41 

561. 17 

561.17 

561. 29 

561.44 

561.48 

561-51 

561.55 

561.63 

561.68 

S6i. 63 

561.63 

561.56 



FaU, 

Grass 

Island to 

section. 



0.91 
-94 
-94 

-91 

■93 
.90 
.60 
-87 
•87 
-87 
.89 
-Sg 
.82 
.86 



Wheels 
in oper- 
ation. 



.61 
.61 
.61 
.62 



.82 
.96 
-97 
.80 
.80 
•79 
.81 
.81 
-79 
•71 
.82 
.80 
.8s 
.86 
.80 
.80 
•78 
.80 
■78 
.80 
•77 
-74 
•74 
.80 



Volume 
of flow 
fcubic 
foot- 
seconds). 



6 
6 
6 
6 
6 
6 
4 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6-5 
6-5 
6-5 
6-1 
4-5 
5 
5 
5 
5 

6 

6 
6-5 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 



759 

781 

754 

762 

758 

745 

508 

706 

754 

716 

720 

723 

759 

770 

742 

758 

734 

698 

724 

697 

686 

705 

430 

478 

635 

634 

574 

554 

731 

738 

693 

735 

747 

733 

730 

717 

703 

709 

740 

733 

757 

763 

737 

737 

715 

69s 

704 

739 

715 

711 

730 

726 

721 

744 

739 



154 



PRESERVATION OF NIAGARA FALLS. 
Table 4- — Summary of discharge measurements, International Paper Co. — Continued. 



Con- 
secu- 
tive. 



Corre- 
spond- 
ing dis- 
charge, 
Niagara 

Falls 

Power 

Co. 



Date. 



Time of day. 



Meter. 



Rating. 



Water surface elevation. 



Index 
velocity. 



Grass 
Island. 



FaU, 

Grass 

Island to 

section. 



Wheels 
in oper- 
ation. 



Volume 
of flow 
(cubic 
foot- 
seconds). 



no 

XIX 

XI3 

"3 
1X4 
"5 
1x6 
117 
1X8 
"9 

X20 
131 

xaa 
ia3 
X34 
"S 
126 
"7 
13S 
X29 
130 
131 
133 
133 
134 
13s 
136 
137 
138 
139 
140 
X41 
142 
143 
144 

I4S 
X46 
147 
148 
149 
ISO 
151 
152 
IS3 
IS4 
ISS 
156 
157 
IS8 
XS9 
160 
161 
162 
163 
164 
i6s 



145 
146 
147 
148 
149 
ISO 
151 



June 19. 
...do... 
....do... 
....do... 
....do... 
June 21.. 
....do... 



II. 32-12. 00 
13- 13-13- S9 
14. 01-14. 28 
14.50-15.26 
15. 27-16. 18 
8. 29- 8. 46 
8. 46- 9. 06 



loB 
14B 
14B 
iB 
iB 
iB 
iB 



B 
A 
A 
B 
B 
B 
B 



2.82 
2.86 
2.82 
2.9s 
2.94 
2.82 



562.34 
562.31 
562.30 
562.31 
562.30 
562.17 
562. 16 



561.55 
561.49 
561.48 
561. 56 
561.5s 
561.30 
561.30 



0.79 
.82 
.82 
•72 
•75 
.87 
.86 



727 
734 
723 
762 
760 
711 
731 



153 
154 
155 
156 
157 
IS8 
159 



162 
163 
164 
165 
166 
167 
168 
169 
170 
171 
172 
173 
174 
175 
176 
177 
178 
179 
180 



181 
182 
183 
184 
xSs 
186 
187 
188 
189 
190 
191 



June 21.. 

. ...do... 

....do... 

. ...do... 

...do... 

...do... 

....do... 
June 22.. 

....do... 

...do... 

...do... 

...do... 

do... 

do... 

do... 

June 23.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

June 24 . 

do.. 

do.. 

do.. 

do.. 

June 25 . 

do.. 

do.. 

do.. 

do.. 

June 26. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

June 28. 
do.. 



10.02-10.32 
13. 11-13.44 

13- 44-14- 10 
14.32-IS. 02 
15.02-15. 27 
15.42-16.05 
16.05-16.37 

8. 48- 8. 55 

ID. 38-10. 48 
10.48-11. 18 
II. 18-II.45 
13.20-13.57 
13-57-14-25 
15. 52-16. 18 
16. 18-16.43 

8. IS- 8.47 
8. 47- 9. 16 
9. 38-10. 10 

10. 10-10. 39 
10. 56-11. 16 
II. 28-11. 54 
13. 08-13. 42 
13. 42-14. 08 

14. 23-15. 08 
15.08-15.34 

15. 56-16. 17 

16. 17-16. 23 
10. 14-n. 12 
II. 13-11.34 
13. 28-14. OS 

14- 03-15. 05 
15. 20-17.05 

8.36- 9-30 

9. 30-10. 40 

13. 05-14. 00 
14.00-15. 10 

15- 49-16. 30 
8. SI- 9. 42 
9. 42-10. 13 
o. 30-11. 06 

II. 06-11.36 

14. 16-14. S2 

14. 52-15. IS 
15.35-16. 04 
16. 06-16. 36 
16.38-17. IS 
8. 30- 8. s6 
8. 56- 9. 26 



loB 

14B 

14B 

iB 

iB 

xoB 

loB 

14B 

iB 

iB 

iB 

14B 

14B 

iB 

iB 

14B 

14B 

iB 

iB 

loB 

loB 

14B 

14B 

iB 

xB 

loB 

loB 

loB 

loB 

loB 

loB 

loB 

iB 

iB 

iB 

iB 

loB 

14B 

14B 

iB 

iB 

14B 

14B 

loB 

loB 

loB 

loB 

loB 



B 
A 
A 
B 
B 
B 
B 
A 
B 
B 
B 
A 
A 
B 
A 
C 
C 
B 
B 
B 
B 
C 
C 
B 
B 
B 
B 
B 
B 
B 
B 
B 
B 
B 
B 
B 
B 
B 
C 
C 
B 
C 
C 
B 
B 
B 
B 
B 



2.84 
2.91 
2.87 
2.47 
a. 76 
3.78 
3.81 
2.98 
2-93 
3.98 
2.90 
2.90 
2.87 
2.98 
2.90 
2.79 
2. 87 
2. 90 
2.95 
2-93 
2.80 
2.96 
2-93 
2.93 
3.89 
3 82 
3.83 

3.86 



2.81 
2.80 
2.71 
2.74 

3. 69 
2.81 
2.85 
2.89 
2.89 
2.81 
3.83 
2.83 
2. 90 
2.87 
2.81 
2.81 
2.83 
3.63 



563. 15 

562. 13 

562. 14 

562. 16 

562. 16 

563. 17 

562. 18 

562. 14 
562. 13 
562. 13 

562. 12 

562. 13 

563. 10 
562.09 

562. 11 
S62. 18 
561. 18 

s6i. 18 
561. 19 
561. 17 
S6i. iS 
S6i. 18 
561. 18 
S6i. 17 

561. 15 
S6i. 18 
561. 18 



562.17 
562. 18 
562. 20 
562. 21 
562. IS 
562. 13 
562. II 
562. 10 
562. 09 
562. 18 
562. 17 



S61.33 
561.26 
561. 27 
561.40 
561.33 
561. 38 
561. 29 
561. 29 
561.25 
561. 35 
561.35 
561.24 
561.21 
561.23 
S61.24 
561.34 
S6i. 28 
561.30 
561. 29 
561. 26 
561. 28 
s6i. 26 
561. 26 
s6i. 26 
561. 24 
561. 26 
561.28 
561.55 
561. 54 
561. 53 
561. 50 
561.40 
56J. 65 
561. so 
561.60 
561.60 
561.55 
561.38 
561. 40 
s6i. 40 
S61.41 
561.37 
561.35 
561.34 
561.31 
561. 29 
561. lo 
561. 13 



•79 
-78 
.80 
.80 
•78 
■78 
•77 
•79 
.80 
1.08 
1.04 



5-6 
6 
6 
6 

5■^> 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 

6-S 



720 
731 
73a 
6a8 
698 
700 
708 
753 
738 
7SO 
738 
736 
717 
748 
736 
707 
733 
731 
743 
738 
703 
744 
738 
735 
726 
709 
709 
737 
743 
743 
722 
713 
706 
70s 
699 
73S 
734 
735 
737 
715 
718 
716 
733 
726 
708 
708 
698 
653 



PRESERVATION OF NIAGARA FALIvS. 
Table 4- — Summary of discharge measurements, International Paper Co. — Continued. 



155 



Number. 



Con- 
secu- 
tive. 



Corre- 
spond- 
ing dis- 
charge, 
Niagara 
Falls 
Power 
Co. 



Date. 



Time of day. 



Meter. 



Rating. 



Index 
velocity. 



Water surface elevation. 



Grass 
Island. 



Section. 



Fall, 

Grass 

Island to 

section. 



Wheels 
in oper- 
ation. 



Volume 
of flow 
(cubic 
foot- 
seconds). 



166 
167 

168 
169 
J 70 
171 
17a 
173 
174 
1 75 
176 
177 
178 
179 
180 
181 
183 
183 
184 
I8s 
186 
187 
188 
189 
190 
J91 
19a 
193 
194 
J9S 
196 
197 
19S 
199 
20O 
301 
303 
303 
304 
305 
306 
307 
30S 
109 

a 10 
an 

313 

313 
314 
315 
316 

217 

3l3 

319 
3ao 
331 



193 
193 
194 
195 
196 
197 
198 
199 
200 
30Z 
302 
203 
304 
205 
206 
207 
208 
209 
210 
2IZ 
212 
313 
314 
315 
316 
317 
3lS 
319 
320 
221 
322 
223 
324 
325 
336 
327 
338 
229 
230 
231 
333 

333 
234 
235 
236 
337 
238 
239 
340 
341 
242 

343 
244 

34S 
346 



1909 

June 28 

....do 

....do 

...do 

...do 

...do 

....do 

...do 

June 39 

....do 

....do 

....do 

....do 

...do 

...do 

....do 

....do 

....do 

....do 

June 30 

do 

do 

do 

do 

do 

do 

do 

do 

do 

July I 

do 

do 

do 

do 

do 

do 

do 

do 

do 

July 2 

do 

do 

do 

do 

do 

do 

do 

do 

do 

Julys 

do 

do 

do 

do 

do 

do 



46-10. 16 

16-10. S3 
53-11. 39 
39-12.05 
30-13. 50 
50-14. 16 
16-15. 43 
43-16. 33 
33-16.49 
19- 8. 50 
50- 9- 36 
43-IO- 13 
13-10. 40 
09-13. 34 
34-14. 07 
28-14. 49 
49-15- 35 
43-16. II 
13-16. 33 
36- 8.53 
S3- 9- 30 
43-10. 16 
16-10.37 
58-11. 19 
19-11. 55 
03-14. 42 
42-15. 10 
38-16. 18 
18-16. 51 
25- 9. II 
II- 9.46 
45-11- 17 
17-I1.50 
16-13.49 
49-14.17 
45-15- IS 
15-15-40 
57-16.22 
22-16. 54 
31- 9-01 
01- 9.32 
47-10. IS 
15-10. 41 
00-11. 25 
36-11.46 
13-14.38 
38-15.04 
44-15- S9 
00-16. 20 
29-11.00 
00-11.32 
32-11.57 
37-14- 21 
21-15.07 
21-15.45 
50-16. 32 



iB 

iB 

iB 

iB 

14B 

14B 

loB 

loB 

loB 

iB 

iB 

14B 

14B 

loB 

loB 

iB 

iB 

14B 

14B 

loB 

loB 

iB 

iB 

I4B 

14B 

loB 

loB 

iB 

iB 

14B 

14B 

loB 

loB 

iB 

iB 

14B 

14B 

loB 

loB 

loB 

loB 

iB 

iB 

14B 

14B 

loB 

loB 

iB 

iB 

14B 

14B 

14B 

loB 

loB 

iB 

iB 



B 
B 
B 
B 
C 
C 
B 
B 
B 
B 
B 
C 
C 
B 
B 
B 
B 
C 
C 
B 
B 
B 
B 
C 
C 
B 
B 
B 
B 
C 
C 
B 
B 
B 
B 
C 
C 
B 
B 
B 
B 
B 
B 
C 
C 
B 
B 
B 
B 
C 
C 
C 
B 
B 
B 
B 



3.89 
2-93 
3-83 
3-75 
3. 76 
2. 79 
2. 70 
3.84 
3.87 

1. 41 
3- 54 
2-43 
3-00 
2.87 
3.88 
3.89 
3.97 
2.97 

2. 52 
2.50 
3.53 
2.53 
3.47 
3.41 
3.50 
3.49 
3.51 
3.53 
2.38 

2.35 
2.32 

2-34 
3-45 
2.45 
3.03 
1-35 
J. 91 
.86 
2-33 
2.46 
2.47 
2.40 
2.41 
2-37 
3.43 
2-39 
2.45 
2.40 

2-43 
2.45 

2.45 
2.46 
I- 59 
2- 00 

2-44 



562. 16 
562. 16 

562. 16 

563. 16 

562. 18 

563. 17 

562. 16 

563. 17 

562. 17 
563. 04 
562.02 
562.02 
562.01 
561.95 
561. 94 
561. 94 
561. 94 

561. 96 
561.97 

562. II 

562. 13 

563. 16 

562. 18 
562. 20 
562. 20 
562. 21 
562. 20 

562. 18 
563. 16 

562. 19 
562. 18 
562.17 

562. 18 

562. 30 

563. 20 

562. 21 
562. 22 
562.24 
562. 25 

563. 19 

562. 20 

562. 21 
562. 21 
562. 20 

562. 20 

562. 21 
562. 21 
562. 20 
562. 24 
561.94 
561.93 
561.92 
562.04 
562. 10 
562.18 
562. 22 



561, 
561 

S6l, 
S6l 
S6i 
561. 
561, 
S6i. 
561. 
560. 
561, 
S6i 

560. 
560. 
560. 
560. 
560. 
560. 
560. 
560. 

560. 

560. 
560. 
560. 
560. 

S6i 
S6l 
561 
561 
561 
561 
561 
561 
561 
561 
S6i 
561 
561 
561 
561 
561 
S6l 
S6l 
561 
561 
561 
561 
S6i 
561 
561, 
561 
S6i 
S6i 
561 
561 
561 



1.07 
I. 06 
1.07 
1.07 
1.08 
I. 06 
1.06 
1.07 
I. 06 
1. 10 
.63 
.98 
I. II 
1. 18 
1. 17 
1. 12 

1. 13 
I. 19 
I. 19 
.64 

.66 
.65 
.68 
.65 
.63 
-71 
•70 
.69 
-71 
-70 
.62 
.64 
.66 
.67 
.66 
.60 
•SO 
.56 
•37 
.61 
.65 
■63 
■63 
.62 
.62 
.64 
.64 
• 65 
-53 
.64 
•63 
•63 
.66 
.47 
.60 
-63 



6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6-1 

S-6 

6-1 

6 

6 

6 

6 

6 

6 

6 

6 

5-6 

6 

6 

6 

6 

6 

6 

6 

6 

5-6 

6-5 

S-6 

6 

6 

6-1 

1-6 

6-2 

1-2 

6-S 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6 

6-1 

6^-I 

6 



714 
717 
726 
701 
683 
683 
693 
670 
704 
699 
361 
635 
589 
718 
688 
69s 
698 
71a 
71a 
64s 
643 
647 
647 
636 
635 
644 
640 
647 
650 
611 
583 
6co 
603 
633 
63a 
535 
3SS 
498 

33g 
603 
636 
638 

63 X 

635 

611 

635 
6lg 
632 
631 
612 
619 
6x9 
636 
41S 
S17 
633 



156 



PRESERVATION OF NIAGARA FALLS. 

Table 4 — Summary of discharge measurements, International Paper Co. — Continued. 



Number. 



Con- 
secu- 
tive. 



Corre- 
spond- 
ing dis- 
charge, 
Niagara 
FaUs 
Power 
Co. 



Time of day. 



Rating. 



Index 
velocity. 



Water surface elevation 



Grass 
Island. 



Section. 



Fall. 

Grass 
Island to 
section. 



Wheels 
in oper- 
ation. 



Volume 
of flow 
(cubic 
foot- 
seconds). 



232 
223 

a24 

325 
226 
227 
228 
229 
330 
231 
232 

334 

335 
336 
237 
338 
339 
340 
341 
243 
243 
244 

24S 
246 
247 
348 
249 
250 
251 
352 
253 
254 
255 
256 
357 
2S8 
359 
260 
261 
262 
263 
264 
265 
266 
267 
368 
269 
270 
271 
272 
273 
274 
275 
376 



247 
248 
349 
250 
251 
252 
253 
254 
255 
256 
257 
258 
259 
260 



26X 
262 
263 
264 
265 
266 
367 
268 
269 
270 



371 
272 



273 
374 
275 
376 



277 
278 
279 
281 
282 



283 
284 
286 
289 
290 



291 
292 
293 
294 
295 
296 
297 
298 



July 6.. 
....do.. 

do.. 

do.. 

do.. 

do.. 

July 7.. 

do.. 

do.. 

do.. 

do.. 

do.. 

July 14. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

July IS. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

.....do.. 

do.. 

.. ..do.. 

do.. 

do,. 

July 16. 

do.. 

do.. 

do.. 

do. 

do.. 

July 17. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 

do.. 



I9-II-35 
35-11-55 
32-14.01 
05-14- 43 
07-15. 27 
27-15-58 
00- 9.25 
25- 9- 56 
13-10. 38 
38-10. 59 
24-11-39 
41-11.56 
55-11. 10 
23-11.56 
28-13-39 
39-14-04 
09-14.38 
43-15- II 
12-15-39 
15-16.30 
30-17-01 
SI- 9- 01 
06- 9.36 
53-10- 03 
03-10. 25 
25-10. 40 

OI-II. II 

16-11.42 
42-11.52 
12-13.34 
49-14- 01 
15-14-42 
43-15- 15 
20-15.30 
35-15- 50 
50-16. 17 
27-16. 48 
48-17. 10 
37- 9.02 
24- 9- 34 
34- 9- 49 
49-10- 13 
19-10. 49 
30-11-47 
34-10. 10 
00-10. 30 
50-11.02 
11-11.38 
43-12.03 
25-13-35 
35-14-08 
26-14.46 
46-15- 15 
45-16. 00 
00-16. 34 



. 14B 

14B 

loB 

loB 

iB 

iB 

14B 

14B 

loB 

loB 

iB 

iB 

14B 

14B 

loB 

loB 

loB 

iB 

iB 

14B 

14B 

15B 

15B 

loB 

loB 

loB 

iB 

iB 

iB 

isB 

15B 

ISB 

15B 

15B 

15B 

ISB 

iB 

iB 

14B 

15B 

15B 

ISB 

15B 

iB 

15B 

15B 

loB 

loB 

loB 

ISB 

15B 

iB 

iB 

loB 

loB 



C 
C 
B 
B 
B 
B 
C 

c 

B 
B 
B 
B 

C 

c 

B 
B 
B 
B 
B 
C 
C 
C 
C 
B 
B 
B 
B 
B 
B 
C 

c 
c 
c 
c 
c 
c 

B 
B 
C 
C 
C 
C 
C 
B 
C 
C 
B 
B 
B 
C 
C 
B 
B 
B 
B 



2-36 
2-39 
2-44 
2.42 
2-48 
2-44 
2-33 
2-37 
2.49 
2-43 
2.45 
2.41 
2.48 
2-46 
2.49 
2-45 
2.40 
.2-50 
2- 10 
2-36 
2-34 
2. 50 
2- 50 
2-45 
2.51 
2-51 

2-52 

2-53 

2. 52 

2.64 

2.78 

2.46 
2-43 
2-39 
2-39 

2.38 

2. 29 

2.48 

2.42 
2.46 
2-45 
2.30 
2.47 
2.52 
2.46 

2.47 
2.51 

2.38 

2-49 
2.48 
2-35 
2.38 
2-54 
2.51 
2-34 



562-03 
562. 02 
562-02 
562-01 
562.04 
562.06 
562- OS 
562.04 
562-04 
562. 04 
562. 03 

562. 02 
562.06 
562.07 
562.07 
562.07 
562-07 
562.06 
562.04 
562.02 
562. 01 
562.07 
562.08 
562.09 
562. 10 
562. 12 
562- 10 
562. 10 
562. 10 
562. 14 
562. 14 
562. 14 
562. II 

562. 10 
562. 12 

562. 12 

562. 13 
562. 12 
562. 20 
562. 21 
562. 21 
562.17 
562. 16 
562. 20 

562. 03 
562.03 
562.04 
562. 06 
562.08 

562. 11 
562- II 

562. 12 
562- 13 
562.13 

562. 14 



561 
561, 
561 
561 
S6i 
561 
561 
561 
561 
561 
561 
561 
561, 
561. 
561 
561 
561 
561 
561 
561, 
561, 
S6i, 
S6i 
561 
561, 
561, 
S6i, 
561, 
561 
S6i, 
S6l, 
S6i 
561 
561 
S6l 
561 
561 
561 
561 
561 
561 
561, 
S6l 
S6i 
561 
S6i, 
561 
561, 
561 
561 
S6i, 
561 
561 
S6i 
561 



6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
5-6 
6 
5-6 
5-6 
6 
4-5 
5-6 
5-6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 
6 

6-S-5-6 
6 
6 
6 
6 
5 
6 
6 
6 
6 
6 
5-6 
6 
6 
5-6 
6-5 
6 
6 
5-6 



598 
60s 
621 
615 
633 
623 
S94 
604 
636 
620 
625 
615 
625 
619 
630 
623 
606 
632 
533 
595 
586 
634 
634 
621 
637 
637 
637 
640 
637 
66s 
693 
626 
618 
609 
609 
609 
586 
633 
621 
634 
630 
593 
634 
647 
616 
616 
639 
605 
632 
631 
601 
607 
647 
641 
599 



PRESERVATION OF NIAGARA FAI^I^. 
Table 5. — Water consumption of International Paper Co. 



^57 



Operation. 


Number of 
observa- 
tions. 


Total 

length, in 
seconds. 


Mean water 
consump- 
tion. 


6 wheels 


47 

43 

5 

5 

II 


86, 620 
8,410 
1,500 

1,500 
3.410 






61S 






504 
278 


I wheel 







^ Mean for week ending June 26. 

Note.— Observations with less than 6 wheels in operation were reduced as percentages of the mean flow with 6 wheels for the week in which 
they were made, and then reduced to correspond to the mean consumption of water for 6 wheels during the week ending June 26. 

Table 6. — Summary of discharge measurements. 



Date, 1909. 



Time of day. 



Water surface 
elevation. 



May rt 

May 12 

do 

do 

May 13 

do 

do 

do 

do 

May 14 

do 

do 

do 

do 

do 

do 

do 

May 20 

do 

May 28 

do 

May 29 

do 

do 

do 

do 

do 

do 

June I 

do 

....do 

....do 

....do 

....do 

Junes 

....do 

....4o 

....do 

....do 

....do 



16. 25-17. 00 
15. 00-15.40 

15. 40-16. IS 

16. 20-17.00 
8. 40- 9. 20 
9. 20- 9. so 

10. 00-10. 40 

10. 40-11. 15 
16. 10-17. 10 

8. so- 9. 25 

9. 25-10. 10 
10. 40-11. 10 

11. lo-ii. 40 
14. 10-14. SO 

14. 50-15. 20 

15. 40-16. 10 

16. 10-16. 45 
15. 20-15. 50 
IS- 50-16. 40 
IS- 10-15. so 

15. 50-16. 20 

8. so- 9. 25 

9. 25-10. 00 
10. 20-10. 50 
10. 50-12. 00 
14. 10-14. 40 
14. 40-15. 40 

16. 05-16. 35 

8. 40-10. 10 
10. 10-10. 45 
14. 00-14. 45 
'4- 45-15- 20 

IS- 35-16. 10 

16. 10-16. 35 

9. 5S-IO. 2S 

10. 30-11.00 

11. 20-11. 50 
14. 10-14. 40 
14. 40-15. 10 
IS- 30-16. 00 



Grass 
Island 



Feet. 
562. 24 
S62. 18 
S62. 18 
562. 16 
562. 12 
562- 13 
562. 12 
562. 12 
562. IS 

562. 18 
562.17 
562. 16 
562. 18 

562. 12 
562. 12 
562. 13 
562. 13 
562. 01 
562. 01 
562.38 
562. 42 
562. 24 
562. 24 
562. 25 
562. 27 
S62. 18 
562. 16 

562. IS 

562. 09 
562. 09 
562. 03 
562. 00 

561. 99 
562.00 

562. 13 
562. 16 
562. 16 
562. 18 
562. 17 
562. IS 



Section 
No. 2 



Feet. 
s6i. 93 
561. 99 
561.97 
561. 95 
561.89 
561.91 
561.89 
S6i. 88 
561. 90 
S6i- 9S 
562.00 
561.99 
561.99 
561- 95 
561. 99 
S6i. 98 
361.97 
561. 85 

561. 8s 
562. 19 

562. 23 
562. 04 
562. 04 
562. 06 
562. 07 
561-97 
S6i. 97 
561.97 
361.90 
S6i. 87 
561.80 
561. 77 
S6i. 76 
S6i. 79 
561. 95 
561.96 
561. 96 
561.97 
561.96 
561. 94 



Grass 
Island 
to sec- 
tion. 



Feet, 

0.31 

.19 

. 21 
. 21 
•=3 
. 22 
■23 
. 24 

- 2S 
•23 
■17 
. 17 
.19 

• 17 
■15 

• 14 
.16 
.16 
.16 
.19 



. 20 
. 19 
. 20 
. 21 
■ 19 
.18 
.19 
. 22 
•23 
•23 
-23 



. 20 
. 21 



Wind. 



Direc- 
tion. 



NNW. 

SW. 

SW. 

SW. 
WNW, 
WNW, 
WSW. 
WSW. 
WSW. 

SW. 

SW. 

SW. 

SW. 

w. 
w. 
w. 
w. 

SW. 

SW. 

SW. 

SW. 

NW. 

NW. 

SW. 

SW. 

SW. 

SW. 

SW. 

SE. 

SE. 

SE. 

SE. 

E. 

E. 
NW. 
NW. 
NW. 
NW. 
NW. 
SW. 



Ap- 
proxi- 
mate 
veloc- 
ity. 



Volume of flow. 



Conveyor meter. 



Jte- 
ter. 



iB 

isB 

isB 

isB 

iB 

iB 

iB 

iB 

iB 

iB 

iB 

iB 

iB 

isB 

isB 

isB 

15B 

14B 

14B 

15B 

isB 

loB 

loB 

14B 

14B 

isB 

isB 

loB 

14B 

14B 

loB 

loB 

ISB 

isB 

15B 

isB 

loB 

14B 

14B 

loB 



Rat- 
ing. 



Vol- 
ume. 



7.989 

7,562 

7,466 

7,537 

7,649 

7,618 

7,s64 

7,600 

7,589 

7,367 

6,972 

6,922 

6,86s 

6,921 

6,785 

6,776 

6,977 

6,592 

6,529 

7,036 

7,084 

7,46s 

7,380 

7,543 

7,440 

7,274 

7,381 

7,317 

7,357 

7,360 

7,465 

7,427 

7,357 

7,437 

7,218 

7,204 

7,182 

7,232 

7,204 

7,169 



Section No. 2. 



ter. 



loB 
iB 
iB 
14B 
isB 
isB 
loB 
loB 
14B 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
iB 
iB 
14B 
14B 
15B 
isB 
loB 
loB 
14B 
14B 
ISB 
loB 
loB 
isB 
15B 
14B 
14B 
14B 
14B 
ISB 
loB 
loB 
ISB 



Rat- 
ing. 



Vol- 
ume. 



8,012 
7,193 
7,358 
7,286 
7,S83 
7,381 
7,595 
7,563 
7,624 
7,238 
6,98s 
6,857 
6,979 
6,911 

6,386 

6,422 

6,693 

6,710 

6,718 

6,902 

6,756 

7,320 

7,355 
7,333 
7,201 
7,150 
7,310 
7,151 
7,140 
7,254 
7,318 
7,324 
7,243 
7,301 
7,024 
6,837 
7,011 
7,228 
7,07S 
7,044 



Paper company. 



Me- 
ter. 



Rat- 
ing. 



Vol- 
ume. 



Total 
diver- 
sion of 
water. 



I4B 


A 


685 


8,005 


I4B 


A 


731 


8,086 


isB 


A 


747 


8,080 


isB 


A 


740 


7,941 


loB 


B 


733 


7,883 


loB 


B 


7S6 


8,066 


14B 


A 


734 


7,88s 


ISB 


A 


7S6 


7,896 


isB 


A 


7S4 


8,008 


14B 


A 


771 


8,089 


14B 


A 


762 


8,086 


loB 


B 


746 


7,989 


loB 


B 


730 


8,031 


loB 


B 


7Si> 


7,596 


14B 


A 


747 


7,758 


15B 


A 


762 


7,990 


isB 


A 


7S3 


7,828 


14B 


A 


764 


7,808 



7821° — S. Doc. 105, 62-1 14 



158 



PRESERVATION OE NIAGARA FALLS. 
Table 6. — Summary of discharge measurements — Continued. 



No. 



Date, 1909. 



Time of day. 



"Water-surface 
elevation. 



Grass 
Island. 



Section 
No. J 



Fall. 



Grass 
Island 
to sec. 
tion. 



Wind. 



Direc- 
tion. 



Ap- 
proxi- 
mate 
veloc- 
ity 



Volume of flow. 



Convey or meter. 



Me- 
ter.' 



Rat- 
ing. 



Vol- 
ume. 



Me- 
ter. 



Rat- 
ing. 



Vol- 
ume. 



Paper company. 



Me- 
ter. 



Rat- 
ing. 



Total 
diver- 
sion of 
water. 



Vol- 
ilme. 



June 2 
Jtmes. 

....do. 

....do. 

....do. 

....do... 

....do... 

....do... 

do... 

June s . . . 

do... 

do... 

....do... 

do... 

do... 

do... 

do... 

Jiuie 7 . . . 

do... 

do... 

do... 

do... 

do... 

do... 

June S . . . 

do... 

do . . . 

do . . . 

do... 

do... 

do... 

do... 

June 9 . . . 

do... 

do... 

do... 

do... 

do... 

do... 

do... 

June 10 . . 

do... 

do... 

do... 

do... 

do... 

June II . . 

do... 

do... 

do... 

do... 

do... 

do... 

June 12 . . 

do... 

do... 

do... 



16.00-16.30 

8- 45- 9- IS 
9. 15- 9. 45 

10. 00-10. 30 
10. 30-11. 00 
I3-4S-I4-30 
14. 30-15. 00 
15.20-15.50 
15. 50-16. 20 
8. 45- 9. 15 
9. IS- 9. 40 
10. lo-iQ. 25 
10.30-10.55 
13.40-14. 10 
14. 10-14. 40 
15.00-16.05 
16. 05-16. 30 
9- OS- 9-45 

10. 10-10. SO 

11. 15-11.40 
14. 10-14. 35 
14- 35-15- 00 

15. 20-15.45 
15-45-16.10 

S. ss- 9. 20 
9. 20- 9. 45 

10. 10-10.35 
10. 35-11.00 
14. 10-14. 50 

14- 50-15. 20 

15- 50-16. 10 
16. 15-16. 40 

S.4S- 9.15 
9- 15- 9- 45 
10.05-10.35 
10.35-11.00 
13. 40-14. 20 
14. 20-14. 50 
15-50-16.15 
16. 15-16. 40 
9-10- 9.3s 
9-35-10.05 
10. 40-n. 10 

11. IO-II.30 
14. 10-14. 40 
14.40-15. 10 

S- 55- 9- 2S 

9- 25- 9- 55 
10. 15-10. 50 
10- 50-11- 15 
14- 15-14- SO 
IS- 20-15. 50 

16. 20-16. 50 
S. SS- 9- 30 
9. 40-10. 10 

10.35-11. ss 
I4.3S-IS-00 



Feet. 
562. 14 
562. 08 
562. 08 
562.08 
562.08 

562. 13 

562. 14 

562. 15 
562. 14 
562.09 
562-09 
562.09 
562.09 

562. 10 
562. II 

562. 11 

562. 12 
562. 01 
561. 99 
562- 01 
561.99 
561.98 
561. 96 
561.96 
S6l- 93 
561. 92 
561.91 
561. 89 
561. 72 
561. 72 
S6i. 75 

561. 7S 
562.01 
562.04 
562.09 

562. 13 

562. II 
562. 10 
562. 04 
562. 03 
561.98 
561.98 
561.94 
S61.94 
562. 06 
562.09 
562.27 
562. 26 
562.25 
562. 24 
562. 13 
562. 12 
562. 13 
562. 17 
562. 20 
562. 24 
562. 25 



Feel. 



Feel. 
. 20 

•19 

. 20 
•17 
■19 
.18 
-19 
.18 
.18 



•23 

.24 
• 23 

■25 

■ 23 

- 21 
.24 
•23 
■24 
•23 
.24 
. 22 
. 21 
. 22 
. 20 
•27 
-25 
-26 
.26 



-23 
•23 
■23 
-23 

-33 
-31 
•31 
•33 
•33 
•33 
•35 
■33 
-31 
•31 
•31 
•31 



SW. 
S. 

s. 
s. 
s. 

SE. 
SE. 
SE. 
SE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 

E. 

E. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
NE. 
SW. 
SW. 
NW. 
NW. 
SW. 

SW. 

SW. 
SW. 
SW. 
SW. 
SW. 



loB 

loB 
loB 
14B 
14B 
isB 
15B 
14B 
14B 
14B 
14B 
loB 
loB 
14B 
14B 
loB 
loB 
loB 
loB 
14B 
15B 
15B 
14B 
14B 
loB 
loB 
isB 
ISB 
loB 
loB 
14B 
14B 
loB 
loB 
14B 
14B 
14B 
14B 
14B 
14B 
loB 
loB 
14B 
14B 
15B 
15B 
14B 
14B 
isB 
15B 
loB 
loB 
15B 
14B 
14B 
loB 
loB 



7,212 

7> 

7i 



isB 
15B 
isB 
loB 
loB 
14B 
14B 
loB 
loB 
loB 
loB 
14B 
14B 
loB 
loB 
14B 
14B 
15B 

iB 
loB 
14B 
14B 
loB 
loB 
14B 
14B 
loB 
loB 
15B 
isB 
loB 
loB 
14B 
14B 
loB 
loB 
loB 
loB 
15B 
isB 
ISB 
15B 
loB 
loB 
14B 
14B 
loB 
loB 
I4B 
14B 

iB 
15B 
14B 
loB 
loB 
14B 
ISB 



14B 
14B 
14B 
15B 
15B 
loB 
loB 
15B 
isB 



isB 
15B 
15B 
ISB 
14B 
14B 
isB 
loB 
loB 
15B 
15B 
15B 
isB 
14B 
14B 
14B 
14B 



loB 
loB 
14B 
14B 
isB 
15B 
loB 
loB 
15B 
ISB 
loB 
loB 
14B 
14B 
loB 



757 
743 
746 
772 
787 
761 
774 
761 
761 



731 
743 
76S 
740 
76S 
768 
758 
7SS 
762 
756 
769 
772 
766 
763 
764 
778 
771 



6S5 
720 
774 
774 
759 
7S1 
754 
762 
75S 
74s 
607 
754 
716 
720 
723 



7,722 
7.607 
7,609 
7,648 
7.592 
7,674 
7,650 
7,670 
7.719 



8,169 
8.230 
8,286 
8,394 
8,137 
7.978 
8,249 
8,193 
S.15S 
8,089 
8,201 
8,072 
8,026 
8,076 
8,028 

8,2IO 

8,113 



8,021 
3,065 

8.993 
8,843 
8,948 
9.063 
9.008 
S.918 
8,S3S 
8,776 
8,709 
8,857 
8.303 
8,S8o 
8,772 



14B 



8,673 



PRESERVATION OF NIAGARA FALLS. 
Table 6. — Summary of discharge measurements — Continued. 



159 









Water-surface 
elevation. 


FaU. 


Wind, 


Volume of flow. 


Total 




































No. 


Date, 1909. 


Time of day. 






Grass 




Ap- 


Conveyor meter. 


Section No. 2. 


Paper company. 


diver- 
sion of 








Grass 
Island. 


Section 
No. 2. 


Island 
to sec- 
tion. 


Direc- 
tion. 


proxi- 
mate 
veloc- 
ity. 




















water. 




Me- 
ter, 


Rat- 
ing, 


Vol- 
ume. 


Me- 
ter, 


Rat- 
ing, 


Vol- 
ume, 


Me- 
ter. 


Rat- 
ing. 


Vol- 
ume. 


a 


b 


c 


d 


e 


f 


e 


h 


i 


k 


1 


m 


n 





P 


q 


r 


s 








Feel. 


Feet. 


Feet. 


























98 


June 12 


15.05-15.30 


562. 24 


561.96 


.28 


SW. 


6 


loB 


B 


7.947 


isB 


C 


8,002 


14B 


A 


770 


8,772 


99 


do 


16. 10-16. 55 


562. 19 


561. 91 


.28 


SW. 


10 


14B 


A 


8,083 


loB 


B 


7,873 


isB 


C 


7S8 


8,631 


100 


June 14 


g. 20- 9. 50 




562. 03 




SW. 


10 


loB 


B 


7,882 


15B 


C 


7.934 


14B 


A 


734 


8,668 


101 


do 


9. so-io. 15 




562. 02 




SW. 


10 


loB 


B 


7-839 


15B 


C 


7,942 


14B 


A 


698 


8,640 


103 


do 


10.45-11. 10 




562. 03 




SW. 


10 


15B 


C 


7,990 


14B 


A 


7.69s 


loB 


B 


724 


8,419 


103 


do 


II. 10-11.40 




562. OS 




SW. 


10 


ISB 


C 


7.787 


14B 


A 


7,781 


loB 


B 


697 


8,478 


104 

los 
106 


do 


14. 15-14. 40 
14- SS-iS- 20 
15. 35-16. 00 
16. 00-16. 35 
8. 55- 9- 25 




562.09 
562. 10 
562. 12 
562. 13 
561.95 




SW. 


10 


15B 


C 


7,920 


loB 


B 


7.587 
7,666 










do 






NW. 


20 


15B 


C 


7. 752 


loB 


B 










do 






NW. 


IS 
IS 
6 


14B 


A 


7,686 


15B 


C 


7,759 










107 
108 


do 






NW. 


14B 
14B 


A 


7,693 
7,515 


15B 


C 


7,698 
7,409 










June 15 






SW. 


A 


loB 


B 


15B 


C 


686 


8,09s 


109 


do 


9- 25- 9- 55 




561. 94 




SW. 


6 


14B 


A 


7.551 


loB 


B 


7,541 


isB 


C 


705 


8,246 


ZIO 


do 


10. 15-10.45 




561. 94 




SW. 


6 


isB 


C 


7.481 


14B 


A 


7,610 


loB 


B 


420 


8,030 


XII 


do 


10. 45-11. 15 




561- 94 




SW. 


6 


15B 


C 


7.435 


14B 


A 


7,569 


loB 


B 


478 


8,047 


112 


do 


13. 50-14. 20 


562. 25 


562. 02 


•23 


SW. 


6 


loB 


B 


7.433 


15B 


C 


7.589 


14B 


A 


63s 


8,224 


113 


do 


14. 20-14. 50 


562. 26 


562. 02 


•24 


SW. 


6 


loB 


B 


7,220 


isB 


C 


7, 503 


14B 


A 


634 


8,137 


114 


do 


15. 15-15. 45 


562. 27 


562. 04 


•23 


SW. 


8 


isB 


C 


7,655 


14B 


A 


7,630 


loB 


B 


574 


8,204 


US 


do 


15.45-16.15 


562. 28 


562. 04 


.24 


SW. 


8 


15B 


C 


7.544 


14B 


A 


7,515 


loB 


B 


554 


8,069 


116 


June 16 


8.45-9-15 


562.11 


561. 69 


.42 


SW. 


10 


ISB 


C 


8,880 


14B 


A 


8,852 


loB 


B 


731 


9,583 


117 


do 


9- IS- 9- 40 


562. II 


561.69 


•42 


SW. 


10 


isB 


C 


8,734 


14B 


A 


8,813 


loB 


B 


728 


9,'S4i 


118 


do 


10. 10-10, 45 


562. 13 


561.71 


•42 


SW. 


12 


loB 


B 


8,594 


isB 


C 


9,007 


14B 


A 


693 


9,700 


119 


do 


10.45-11. 10 


562. 14 


S6i- 74 


.40 


SW, 


12 


loB 


B 


8, sii 


15B 


C 


8,776 


14B 


A 


73S 


9,5" 


120 

121 
122 


do 


II. 25-12. 00 
13. 20-14. 00 
15. 45-16. 15 


562. 15 

562. 16 
562.11 


S6l. 75 
561.76 
561.67 


.40 
.40 
•44 


SW. 


12 


14B 
14B 
loB 


A 


8,623 
8,611 


loB 


B 


8,950 
8,951 
9,022 










do 


SW. 


12 


A 


loB 


B 










.!...do 


SW. 


12 


B 


8,856 


isB 


C 


14B 


A 


747 


9,769 


123 


do 


16. 15-16. 50 


562. 10 


561.66 


■34 


SW. 


12 


loB 


B 


8,458 


15B 


C 


9,082 


14B 


A 


732 


9,814 


124 


Jime 17 


8. 40- 9. 05 


562. 22 


561.93 


.29 


SW. 


20 


14B 


A 


7,844 


loB 


B 


7,882 


isB 


C 


730 


8, 612 


12s 


do 


9-05- 9-35 


562. 22 


561.92 


.30 


SW. 


20 


14B 


A 


7,667 


loB 


B 


7.958 


ISB 


c 


717 


8,67s 


126 


do 


9- 45-10- 15 


562. 20 


561.90 


■30 


w 


18 


isB 


C 


8,097 


14B 


A 


7.985 


loB 


B 


702 


8,687 


127 


do 


10. 15-10. 40 


562. 19 


561.88 


■31 


w 


18 


15B 


C 


8,040 


14B 


A 


8,008 


loB 


B 


709 


8,717 


128 


do 


14.15-14.45 


562. 23 


561.93 


•30 


w 


12 


loB 


B 


8,099 


15B 


C 


8,226 


14B 


A 


733 


8,959 


129 


do 


14. 40-15. 10 


562.22 


561.93 


.29 


w 


12 


loB 


B 


8,056 


15B 


C 


8,097 


14B 


A 


757 


8,854 


130 


do 


15.30-15.55 


562.21 


561.90 


•31 


w 


12 


14B 


A 


8,224 


loB 


B 


8,042 


15B 


C 


763 


8,805 


13 1 


do 


IS- SS-I6- 25 


562.21 


561.91 


•30 


w 


12 


14B 


A 


8,062 


loB 


B 


7.982 


15B 


C 


737 


8,719 


132 
133 


do 


16. 25-16. 55 
8. 50- 9. 20 


562.21 
562.02 


561. 90 
561.68 


•31 
•34 


w 


12 


14B 
15B 


A 


8,033 
8,076 


loB 


B 


7,937 
8,092 










Jime 18 


NW 


20 


C 


14B 


A 


loB 


B 


737 


8,829 


134 


do 


9. 20- 9. 50 


562. 03 


561.68 


•35 


NW 


20 


15B 


C 


8,076 


14B 


A 


8,097 


loB 


B 


715 


8,812 


I3S 


do 


11. 20-11. 50 


562. 09 


561.80 


•29 


NW 


20 


loB 


B 


7,675 


iB 


B 


7,641 


14B 


A 


695 


8,336 


136 


do 


13.20-13.45 


562.24 


561.96 


.28 


w. 


20 


14B 


A 


7,799 


loB 


B 


7,755 


iB 


B 


704 


8,459 


137 


do 


13.45-14-10 


562.26 


562.00 


.26 


w. 


20 


14B 


A 


7,760 


loB 


B 


7.725 


iB 


B 


739 


8,464 


138 


do 


14.30-15.00 


562.31 


562.03 


.28 


w. 


25 


iB 


B 


7,951 


14B 


B 


7,800 


loB 


B 


715 


8,51s 


139 


do 


15.00-15.30 


562.33 


562.06 


•27 


w. 


35 


iB 


B 


7.987 


14B 


B 


7,72s 


loB 


B 


711 


8,436 


140 


do 


16.00-16.25 


562.42 


562. 14 


.28 


w. 


45 


loB 


B 


7,546 


iB 


B 


7,616 


14B 


A 


730 


8,346 


141 


do 


16. 25-16. 50 


562.45 


562. 18 


-27 


w. 


45 


loB 


B 


7,369 


iB 


B 


7,583 


14B 


A 


726 


8,309 


142 


June 19 


8.30-8.55 


562.37 


562. II 


.26 


SW. 


12 


14B 


A 


7,830 


loB 


B 


7,851 


iB 


B 


721 


8,572 


143 


do 


8- 55- 9- 45 


562.37 


562. 13 


-24 


SW. 


12 


14B 


A 


7,650 


loB 


B 


7,684 


iB 


B 


744 


8,428 


144 


do 


II. 05-11. 30 


562.36 


562.06 


.30 


w. 


16 


iB 


B 


8,572. 


14B 


A 


8,187 


loB 


B 


729 


8, 916 


14S 
146 


do 


II. 30-12. 00 
13- 15-13- 55 


562.34 
562.31 


562. 02 
562.01 


•32 
•30 


w. 


16 








14B 
iB 


A 


8,247 


loB 


B 


727 


8,974 


do 


SW. 


IS 


loB 


B 




7; 747 


B 


7,532 


14B 


A 


734 


8,266 


147 


do 


I3-SS-I4-30 


562.30 


561.99 


•31 


SW. 


15 


loB 


B 


7,200 


iB 


B 


8,206 


14B 


A 


723 


8,929 


148 


do 


14-55-15-30 


562-31 


562.09 


.22 


SW. 


25 


14B 


A 


7,149 


loB 


B 


7,156 


iB 


B 


762 


7.918 


149 


do 


15- 45-16- 15 


562.30 


S62. 03 


•27 


SW. 


25 


14B 


A 


7,780 


loB 


B 


7,857 


iB 


B 


760 


8,617 


ISO 


June 21 


8.15- 8.45 


562.17 


561.81 


-36 


SW. 


6 


14B 


A 


8,333 


loB 


B 


8,451 


iB 


B 


711 


9,162 


ISI 


do 


8.45- 9.15 


562. 16 


561.81 


•35 


SW. 


6 


14B 


A 


8,312 


loB 


B 


8,342 


iB 


B 


731 


9,073 


IS2 
153 


do 

do 


9.30- 9-55 
9-55-10.35 


562. 15 
562. 15 


561. 80 
561.81 


•35 
•34 


SW. 
SW. 


g 


iB 


B 


8,514 
8, 186 


14B 
14B 


A 


8,395 
8.352 










8 


iB 


B 


A 


loB 


B 


720 


9,072 


154 


do 


13- 10-13- 45 


562. 13 


561. 74 


•39 


SW. 


6 


loB 


B 


8,594 


iB 


B 


8,941 


14B 


A 


731 


9,672 



i6o 



PRESERVATION OF NIAGARA FALLS. 
Tabi,e 6. — Summary of discharge measurements — Continued. 









Water-surface p 
elevation. 


ill. 


Wind. 


Volume of flow. 


Total 




































No. 


Date, 1909. 


Time of day. 




Gr 


ass 




Ap- 


Conveyor meter. 


Section No. 2.- 


Paper company. 


diver- 
sion of 








Grass 
Island. 


Section Is! 

No. 2. to 

ti 


and 
sec- 


Direc- 
tion. 


proxi- 
mate 
veloc- 
ity. 




















water. 




Me- 
ter. 


Rat- 
ing. 


Vol- 
ume. 


Me- 
ter. 


Rat- 
ing. 


Vol- 
ume. 


Me- 
ter. 


Rat- 
ing. 


Vol- 
ume. 


a 


b 


c 


d 


e 


f 


g 


h 


i 


k 


1 


m 


n 





P 


q 


r 


s 








Feet. 


Feet. F 


'et. 


























155 


June 21 


13.45-14.20 


562. 14 


561. 77 


37 


SW. 


6 


loB 


B 


8,598 


iB 


B 


8,895 


14B 


A 


722 


9,617 


156 


do 


14- 35-15- 00 


562.16 


561.79 


37 


sw. 


10 


14B 


A 


8,443 


loB 


B 


8,534 


iB 


B 


628 


9,162 


157 


do 


15.00-15.30 


562. 16 


561. So 


36 


SW. 


10 


14B 


A 


8,388 


loB 


B 


8,630 


iB 


B 


698 


9,328 


158 


do 


15.40-16.05 


562. 17 


561.82 


35 


sw. 


10 


iB 


B 


8,698 


14B 


A 


8.782 


loB 


B 


700 


9,482 


IS9 


do 


16.05-16.40 


562. 18 


561.81 


37 


SW. 


10 


iB 


B 


8.774 


14B 


A 


8.872 


loB 


B 


708 


9,580 


160 


June 22 


9-05- 9.30 


562. 15 


561. So 


35 


sw. 


3 


loB 


B 


8,094 


14B 


A 


8,671 










i6i 


do 

do 


9.30-10.00 
10. 15-10. 45 


562. 14 
562. 13 


561. Si 
561. 78 


33 
35 


sw. 
sw. 


3 
4 


loB 
14B 


B 

A 


8,039 
8,481 


14B 
loB 


A 
B 


8,645 
8,626 










162 


iB 


B 


738 


9,364 


163 


do 


10. 4S-II. IS 


562. 13 


561- 79 


34 


sw. 


4 


14B 


A 


8,317 


loB 


B 


8,489 


iB 


B 


750 


9,239 


164 


do 


II. 25-11. 55 


SS2.I2 


561- 79 


i3 


sw. 


5 


14B 


A 


8,447 


loB 


B 


8,626 


iB 


B 


728 


9,354 


165 


do 


13. 20-13. 55 


562, 12 


561- 73 


39 


sw. 


S 


loB 


B 


8,590 


iB 


B 


8,863 


14B 


A 


726 


9,589 


166 


do 


13.55-14.30 


562. 10 


561- 72 


38 


sw. 


5 


loB 


B 


8,582 


iB 


B 


8,802 


14B 


A 


717 


9,519 


167 


do 


15. 50-16. IS 


562.09 


561- 75 


34 


sw. 


S 


14B 


A 


8,519 


loB 


B 


8,733 


iB 


B 


74S 


9,481 


168 


do 


16. 20-16. 50 


■ 562.11 


561- 77 


34 


sw. 


5 


14B 


A 


8,473 


loB 


B 


8,544 


iB 


B 


726 


9,270 


169 


June 23 


8. IS- 8. 45 


562. 18 


561-81 


37 


sw. 


6 


loB 


B 


8,774 


iB 


B 


8,920 


14B 


C 


707 


9,627 


170 


do 


8. 45- 9. 20 


562. 18 


561.81 


37 


sw. 


6 


loB 


B 


8,522 


iB 


B 


8,884 


14B 


C 


722 


9,606 


171 


do 


9.35-10. 10 


562. 18 


561.80 


38 


sw. 


7 


14B 


C 


8,912 


loB 


B 


8,830 


iB 


B 


731 


9,561 


172 


do 


10. 10-10. 40 


562. 19 


561.80 


39 


sw. 


7 


14B 


C 


8,637 


loB 


B 


8,841 


iB 


B 


V43 


9,584 


173 


do 


10.55-11.20 


562. 17 


561- 78 


39 


sw. 


8 


iB 


B 


9,046 


I4B 


C 


8,991 


loB 


B 


73S 


9,729 


174 


do 


II. 20-11.55 


562. 18 


561- 78 


40 


sw. 


S 


iB 


B 


8,941 


14B 


C 


8,844 


loB 


B 


703 


9,547 


175 


do 


13. 10-13.40 


562. 18 


561- 78 


40 


sw. 


20 


loB 


B 


8,502 


iB 


B 


9,°75 


14B 


C 


744 


9,819 


176 


do 


13.40-14. 10 


562.18 


561. 79 


39 


sw. 


20 


loB 


B 


8,824 


iB 


B 


9,033 


14B 


c 


738 


9,771 


177 


do 


14. 25-15. 10 


562. 17 


561. 78 


39 


sw. 


20 


14B 


C 


8,583 


loB 


B 


8,858 


iB 


B 


735 


9,593 


178 


do 


15. 10-15. 40 


562. IS 


561. 74 


41 


sw. 


20 


14B 


C 


8,402 


loB 


B 


8,922 


iB 


B 


726 


9,648 


179 


do 


15. SO-16. 20 


562. 18 


561. 78 


40 


sw. 


25 


iB 


B 


8.732 


14B 


C 


8,990 


loB 


B 


709 


9,699 


180 


do 


16. 20-16. 50 


562. 18 


561- 79 


39 


sw. 


25 


iB 


B 


8,677 


14B 


C 


8,992 


loB 


B 


709 


9,701 


181 


June 26 


9. 00- 9. 4s 


562. 17 


561- 90 


27 


NW. 


12 


loB 


B 


7,674 


iB 


B 


7,877 


14B 


C 


735 


S,6l2 


182 


do 


9. 4S-IO. 15 


562. iS 


561. 91 


27 


NW. 


12 


loB 


B 


7,512 


iB 


B 


7,525 


14B 


C 


737 


8,262 


183 


do 


10. 35-11. OS 


562. 20 


561- 92 


28 


NW. 


6 


14B 


C 


7,652 


loB 


B 


7,652 


iB 


B 


71S 


8,367 


184 


do 


II. 05-11.35 


562. 21 


561. 93 


2S 


NW. 


6 


14B 


C 


7,806 


loB 


B 


7,808 


iB 


B 


718 


8,536 


185 


do 


14. 20-14. 50 


562. IS 


561- 89 


26 


NW. 


6 


loB 


B 


7,987 


iB 


B 


8,093 


14B 


C 


716 


8,809 


186 


do 


14- 50-15- IS 


562- 13 


561. 86 


27 


NW. 


6 


loB 


B 


7,968 


iB 


B 


8,052 


14B 


C 


733 


8,78s 


187 


do 


15.30-16.05 


562. II 


561. S3 


28 


NW. 


8 


iB 


B 


7,841 


14B 


C 


8,053 


loB 


B 


726 


8,779 


188 


do 


16. 05-16. 35 


562. 10 


561.81 


29 


NW. 


8 


iB 


B 


7,997 


14B 


C 


7,980 


loB 


B 


708 


8,688 


189 


do 


16. 45-17. 10 


562. 09 


561.80 


29 


NW. 


12 


iB 


B 


7,759 


14B 


C 


7,990 


loB 


B 


708 


8,698 


igo 


June 28 


8. 25- 8. S5 


562. 18 


561- Sg 


29 


SW. 


2 


iB 


B 


7,565 


14B 


C 


7,924 


loB 


B 


698 


8,622 


191 


do 


8. 55- 9- 25 


562. 17 


561- 89 


28 


sw. 


2 


iB 


B 


7,755 


14B 


C 


7,762 


loB 


B 


653 


8,415 


192 


do 


10. 15-10. 50 


562. 16 


561. 88 


28 


NW. 


2 


14B 


C 


7,755 


loB 


B 


7,620 


iB 


B 


717 


S,337 


193 


do 


10. so-ii. 25 


562. 16 


561. 88 


28 


NW. 


2 


14B 


C 


7,840 


loB 


B 


8,115 


iB 


B 


726 


8, 841 


194 


do 


II. 30-11. ss 


562. 16 


561. 88 


28 


NW. 


4 


14B 


C 


7, 755 


loB 


B 


7,956 


iB 


B 


701 


8,657 


195 


do 


13. 10-13. 45 


562. 18 


561. 91 


27 


W. 


' 


loB 


B 


8,041 


iB 


B 


7,815 


14B 


C 


682 


8,497 


196 


do 


13- 45-14- 15 


562. 17 


561. 91 


26 


W. 


■ 


loB 


B 


8,105 


iB 


B 


7,938 


14B 


C 


6S2 


8,620 


197 


do 


15. 10-15. 40 


562. 16 


561. 90 


26 


W. 


5 


iB 


B 


7,991 


14B 


C 


7,622 


loB 


B 


692 


8,314 


198 


do 


15. 40-16. IS 


562. 17 


56-1. gi 


26 


W. 


5 


iB 


B 


8,020 


14B 


C 


7,761 


loB 


B 


670 


8,431 


199 


do 


16. 25-16. 50 


562. 17 


561. 90 


27 


W. 


2 


iB 


B 


8,076 


14B 


C 


7,676 


loB 


B 


704 


8,380 


200 


June 29 


8. 20- 8. 50 


562. 04 561- 74 1 


30 


NE. 


25 


14B 


c 


7,810 


loB 


B 


7,430 


iB 


B 


699 


8,129 


ZOI 


do 


8. so- 9. 25 


562- 02 


561. 74 


28 


NE. 


25 


14B 


c 


7,515 


loB 


B 


8,051 


iB 


B 


361 


8,412 


202 


do 


9. 40-10. 10 


562. 02 


561. 72 


30 


NE. 


20 


loB 


B 


8,019 


iB 


B 


7,936 


14B 


C 


625 


8,s6l 


203 


do 


10. 10-10. 40 


562. 01 


S6i. 71 


30 


NE. 


20 


loB 


B 


8,032 


iB 


B 


7,668 


14B 


C 


589 


8,257 


204 


do 


13. 10-13. 35 


561. 95 


561. 62 


33 


NE. 


8 


iB 


B 


8,387 


14B 


C 


S, 246 


loB 


B 


,18 


8,964 


205 


do 


13-35-14-10 


561. 94 


S6i. 63 


31 


NE. 


8 


iB 


B 


8.226 


14B 


C 


8,073 


loB 


B 


688 


8,761 


206 


do 


14- 30-14- 55 


S6i. 94 


561. 62 


32 


NW. 


5 


14B 


C 


S,2i6 


loB 


B 


8,389 


iB 


B 


695 


9,084 


207 


do 


14- 55-15- 25 


561. 94 


561. 63 


31 


NW. 


5 


14B 


C 


7,928 


loB 


B 


8,524 


iB 


B 


698 


9, 222 


208 


do 


15. 40-16. 10 


591. 96 


561. 63 


33 


NE. 


6 


loB 


B 


8,433 


iB 


B 


8,437 


14B 


C 


712 


9,149 


209 


....do 


16. 10-16. 2S 


561.97 


561. 65 


32 


NE. 


6 


loB 


B 


8,408 


iB 


B 


8,272 


14B 


C 


712 


8,982 


210 


June 30 


8. 25- 8. 55 


562. II 


561.83 


28 


SW. 


5 


iB 


B 


8,282 


14B 


C 


8, 016 


loB 


B 


64s 


S,66i 


211 


do 


8. 55- 9. 2S 


562. 13 


561. 85 


28 


SW. 


S 


iB 


B 


8,171 


14B 


C 


7,872 


loB 


B 


642 


8,514 



PRESERVATION OF NIAGARA FAIvLS. 
Table 6. — Summary of discharge measurements — Continued. 



i6i 



Date, 1909. 



Time of day 



212 
213 
214 

215 

216 
217 
218 
2ig 
220 
221 
222 
223 
224 

225 
?26 
227 
228 
229 
230 

232 

233 
234 

235 
236 
237 
238 
239 
240 
241 
242 
243 
244 

245 
246 
247 
248 
249 
250 
251 
252 
253 
254 
25s 
256 
257 
258 
259 
260 
261 
262 
263 
264 
26s 
266 



June 30 . . . 

do 

do 

do 

do 

do 

do 

do 

July I 

do 

do 

do 

do 

do 

do.... 

do.... 

do.... 

do.... 

July 2 

do.... 

do.... 

do.... 

do.... 

do 

do 

do 

do 

do 

July3 

do 

do 

do 

do 

do 

do 

July 6 

do 

....do 

....do 

do 

do 

July 7 

do 

do 

do 

do 

do 

July 14 

do 

do 

do 

do 

do 

do 

do 



9.40-10. 15 
10. 15-10. 40 

10. 55-11. 20 

11. 20-11. 55 
14. 10-14. 45 
14- 45- J 5- 20 
15* 35-16- 20 
16. 20-16. 55 

8. 30- 9. ic 
9- IS- 9- 45 

10. 15-11. 15 

11. 15-11. 45 

13. 15-13.45 
13- 45-14- 25 

14. 40-15- 15 
15.15-15-45 
15- 55-16. 25 
16. 25-17. 00 

8. 30- 9. 00 
9.00- 9.30 
9- 45-IO. 15 

10. 15-10. 45 
10- 55-11- 25 

11. 25-12. CO 
14. 10-14. 35 
14-35-15-05 
15- 20-15- 50 
15- 50-16. 20 
10. 30-11. 00 
II. 00-11. 30 
11-30-12. 10 
13- 45-14- 25 
14-25-15.05 
IS- 20-15. 55 
15- S5-I6- 25 

10. S5-Il-3° 
11.30-12. 00 
13- 30-14- 05 
14. 00-14. 45 
IS- 00-15. 25 
15- 25-15. 5S 

8- 45- 9- 30 

9- 30- 9- 55 
10. 10-10. 40 
10. 40-11. 10 

11. 20-11. 45 

13- 10-13. 40 

10. 40-11, 10 

11. 10-12.00 

13, 40-14. 10 

14. 10-14. 40 

14- 41^15- IS 

15- 15-15-40 
16.05-16.35 
16.35-17.00 



Water-surface 
elevation. 



Grass 
Island, 



267 I July 15 1 8.35-9.00 



Feet. 
562. 16 
562. iS 
562. 20 
562. 20 
562. 21 
562. 20 

562. 18 

562. 16 

562. 19 
562. 18 

562. 17 

562. 18 
562. 20 
562. 20 
562.21 
562. 22 
562. 24 
562. 25 

562. 19 
562. 20 
562. 21 
562. 21 
562. 20 
562. 20 
562. 21 
562. 21 
562. 20 
562. 24 
561. 94 
561. 93 

561. 92 

562. 04 
562. 10 
562-. 18 
562. 22 
562. 03 
562. 02 
562. 02 
562. 01 
562. 04 
562. 06 
562. OS 
562. 04 
562. 04 
562. 04 
562. 03 
562. 02 
562. 06 
562. 07 
562.07 
562. 07 
562. 06 
562. 04 
562. 02 
561. 01 
562.07 



Section 
No. 



Feet. 
561.87 
561. 90 
561. 92 
561.91 
561. 87 
561. 86 
561.85 
561. 83 
561.86 
561. 8s 
561. 84 
S6i. 84 
561.88 
561. 89 
561.90 
561.91 
561.91 
S6i. 91 
561. 88 
561. 89 
561.90 
561. 89 
561. 90 
561. 89 
561.87 
561. 87 
S6i. 86 
561.96 
561. 61 
561.58 
S6i. 56 
561. 72 
S6i. 75 
561. 87 
561.91 
S6i. 78 
561. 76 
561. 76 
S6i. 77 
561. 80 
561. So 
561. 81 
561.80 
561.80 
561. 80 
561. 81 
561. 79 
561. 6l 
561.61 
561. 63 
561.61 
561. 63 
561. 60 
S6i. 56 
561. 55 
561. 64 



Fall. 



Grass 
Island 
to sec- 
tion. 



Feet. 
.29 
.28 
.28 
.29 
-34 
-34 
-33 
•33 
•33 
■33 
■33 
-34 
-32 
-31 
-31 
•31 
■33 
-34 
-31 
-31 
•31 
■32 
-30 
-31 
•34 
•34 
■34 
.28 
•33 
•35 
■36 
•32 
■35 
■31 
■31 
■25 
.26 
.26 
.24 
.24 
.26 
.24 
.24 
.24 
•24 
. 22 
■23 
•45 
.46 
•44 
.46 
■43 
•44 
.46 
.46 
•43 



Wind. 



Direc- 
tion. 



SW. 
SW, 
SW, 
SW, 
SW, 
SW. 
SW. 
SW. 
SW. 
SW. 
SW. 
SW. 

w. 
w. 
w. 
w. 

NW. 

NW. 

NE. 

NE. 

NE. 

NE. 
E. 
E. 

SW. 

SW. 

SW. 

SW. 
NW. 
NW. 
NW. 
NW. 
NW. 
NW. 
NW. 

N. 

N. 
NE. 
NE. 
NE. 
NE. 

N. 

N. 
NE. 
NE. 
NE. 
NE. 
SE. 
SE. 
SW. 
SW. 
SW. 
SW. 
SW. 
SW. 
SW. 



Ap- 
proxi- 
mate 
veloc. 

ity. 



Volume of flow. 



Conveyor meter. 



Me- 
ter. 



14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
isB 
15B 
loB 



Rat- 
ing. 



Vol- 
ume. 



C 

C 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

B 

C 

c 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

C 

C 

C 

C 

C 

C 

C 

C 

C 

c 

c 



8,046 

7,958 

8,153 

8,083 

8,795 

8,Si2 

8,458 

8,573 

8,369 

8,487 

8,437 

8,374 

8,311 

8, 190 

8,541 

8,591 

8,337 

8,041 

8,191 

8,304 

8,108 

7,933 

8,266 

8,304 

8,398 

8,356 

8,149 

7,677 

8,421 

8,380 

8,467 

8,061 

7,934 

7.743 

8,159 

7,664 

7,691 

7,607 

7,615 

7,576 

7,618 

6,885 

7,193 

7,381 

7,381 

7,540 

7,421 

8,793 

8,916 

8,991 

9,040 

8,971 

8,784 

8,919 

8,951 

8,917 



Section No. 2. 



Me- 
ter. 



loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
14B 
14B 
loB 
loB 
iB 
iB 
4B 
4B 
loB 
loB 
iB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
15B 
15B 
loB 
loB 
iB 



Rat- 
ing. 



B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

C 

C 

C 

C 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

C . 

C 

B 

B 

C 

C 

C 

C 

C 

C 

C 

C 

C 



Vol- 
ume. 



7,961 

8,206 

7,991 

7,999 

8,352 

8,432 

8,178 

8,452 

8,544 

8,567 

8,369 

8,532 

8,543 

8,550 

8,472 

8,502 

8,445 

8,390 

8,070 

8,013 

8,261 

8,082 

8,244 

7,96s 

8,243 

8,336 

8,520 

7,692 

8,171 

7,852 

8,135 

8,102 

8,180 

8,213 

8,366 

7,442 

7,414 

7,440 

7,427 

7,532 

7,571 

7,219 

7,331 

7,323 

7,390 

7,35° 

7,307 

9,144 

9,068 

9, OSS 

9,058 

9,093 

9,246 

9,318 

9,318 

9,228 



Paper company. 



Me- 
ter. 



Rat- 
ing. 



iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 
loB 
loB 
iB 
iB 
14B 
14 B 
15B 



B 
B 
C 
C 
B 
B 
B 
B 
C 

c 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

C 

C 

C 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

C 

C 

B 

B 

B 

B 

C 

C 

C 



Vol- 
ume. 



647 
647 
636 
62s 
644 
640 
647 
650 
611 
582 
600 
603 
632 
632 
525 

355 
498 
228 
602 
636 
638 
621 
62s 
611 
623 
618 
632 
631 

612 
626 

605 

61s 
633. 
623 
S94 
604 
636 
620 
625 

615 
625 
619 
623 
606 
63= 
533 
595 
586 
634 



Total 
diver- 
sion of 
water. 



8, 60S 

8.853 

8,627 

8,624 

8,996 

9,072 

8,82s 

9, 102 

9,155 

9.149 

8,969 

9,135 

9,175 

9,182 

8,997 

8,857 

8,943 

8,618 

8,672 

8,649 

8,899 

8,703 

8,869 

8,576 

8,868 

8,954 

9,152 

8,323 

8,783 

8.471 

8,754 

8.728 

8.595 

8.730 

8,999 

8,040 

8,019 

8,061 

8,042 

8,165 

8.194 

7,813 

7,935 

7,959 

8,010 

-•975 

7,922 

9,769 

9,687 

■9,678 

9,664 

9,72s 

9,779 

9,913 

9,904 

9,862 



l62 



PRESERVATION OF NIAGARA FALLS. 
Table 6. — Summary of discharge measureniettis — Continued. 





Date, 1909. 


Time of day. 


Water-surface 
elevation. 


FaU. 


Wind. 


Volume of flow. 




No. 


Grass 
Island. 


Section 
No. 2. 


Grass 
Islanc 
to sec- 
tion. 


Direc- 
tion. 


A^ 
pro."ci 
mate 
veloc 

ity. 


Conveyor meter. 


Section No. 2. 


Paper company. 


- Total 
diver- 
sion of 

- water. 




Me- 
ter. 


Rat- 
ins. 


Vol- 
ume. 


Mi- 
ter. 


Rat- 
ing. 


Vol- 
ume. 


Me- 
ter. 


Rat- 
ing. 


Vol- 
ume. 


a 


b 


c 


d 


e 


f 


g 


h 


i 


t 


1 


m 


n 





P 


q 


r 


s 


36S 


July IS 


9. 00- 9. 30 


Feet. 
562. oS 


Feet. 
561. 64 


Feet. 
•44 


sw. 


6 


loB 


C 


8,897 


iB 


C 


9,149 


13B 


C 


634 


9.783 


269 


do 


9. 35-10. 00 


562.09 


361. 6s 


•44 


sw. 


S 


iB 


C 


8,984 


14B 


C 


9,171 


loB 


B 


621 


9,792 


270 


do 


10. 00-10. 25 


562. 10 


361.67 


•43 


sw. 


8 


iB 


c 


9,022 


14B 


C 


9,04s 


loB 


B 


637 


9,682 


271 


do 


10. 50-11. 15 


562. 10 


561. 6S 


-42 


sw. 


12 


14B 


c 


8,844 


15B 


C 


S,9II 


iB 


B 


637 


9,348 


272 


do 


II. 15-11.45 


562. 10 


561.67 


•43 


sw. 


12 


14B 


c 


S,S3S 


15B 


C 


9,020 


iB 


B 


640 


9,660 


273 


do 


13.1s-13.40 


562. 14 


361.69 


•43 


w. 


12 


iB 


c 


9,039 


loB 


C 


9,190 


15B 


C 


665 


9.855 


274 


do 


13.40-14.05 


562. 14 


561.70 


•44 


w. 


12 


iB 


c 


9,106 


loB 


C 


9,063 


13B 


C 


693 


9,756 


27s 


do 


14. 10-14. 40 


562. 14 


561. 71 


•43 


w. 


13 


loB 


c 


9,19s 


14B 


C 


9,249 


15B 


C 


626 


9,873 


276 


do 


14. 50-15- 20 


562.11 


S61.67 


•44 


NW. 


20 


loB 


c 


9,130 


iB 


C 


9,299 


15B 


C 


61S 


9,917 


=77 


do 


15. 50-16. 15 


562. 12 


S6l. 76 


•36 


NW. 


20 


loB 


c 


8,736 


14B 


C 


8,720 


isB 


C 


6og 


9,329 


27S 


do 


16. 15-16.45 


562. 13 


361- 75 


•3S 


NW. 


20 


loB 


c 


8,644 


14B 


C 


8,699 


iB 


B 


586 


9,28s 


279 


do 


16. 50-17. 15 


562. 12 


561. 74 


•3S 


SW. 


6 


14B 


c 


8,6S7 


15B 


C 


8,776 


iB 


B 


633 


9,409 


2S0 


July 16 

do 


8.10- 8.40 
S.40- 9.0s 


562. 18 
562. 20 


S61.S1 
561.82 


•37 
•3S 


NW. 
NW. 


16 
16 


isB 
13B 


c 
c 


8,501 
8,509 


iB 
iB 


c 
c 


8,630 

8,522 










281 


14B 


C 


621 


9,143 


2S2 


do 


9.10- 9-35 


562.21 


361. 83 


•38 


sw. 


10 


iB 


c 


8,681 


loB 


c 


8,717 


isB 


c 


634 


9,331 


=S3 


do 


9. so-io. IS 


562. 17 


561. 82 


-33 


SW. 


10 


iB 


c 


8,593 


loB 


c 


8, 741 


13B 


c 


593 


9,334 


2S4 


do 


ID. is-io. 50 


562. 16 


S6i. 78 


•3S 


SW. 


10 


iB 


c 


8,627 


loB 


c 


S,8o6 


ISB 


c 


634 


9.440 


28^ 


do 

do 


10. 50-11. 20 
II. 20-11.45 


562.17 
362. 20 


561. So 
361. 82 


■37 
•38 


sw. 

SW. 


13 

13 


loB 
loB 


c 
c 


8,640 
8,656 


14B 

14B 


c 
c 


8,713 
8,652 










2S6 


iB 


B 


647 


9,299 


287 


July 17 

do 

do 


S.35- 9.00 
9.0s- 9.30 
9.35-10.00 


562.03 
562. 03 
562.03 


561.51 
561.31 
561.51 


-32 

•32 
•52 


NNW. 
NNW^ 
NT\r. 


10 
10 
12 


loB 
loB 
iB 


c 
c 
c 


9,493 
9,473 
9,248 


15B 

iB 

14B 


c 
c 
c 


9,644 
9,713 
9,693 










2SS 










2S9 


15B 


C 


616 


10,309 


290 


do 


10. 00-10. 30 


562. 03 


561. 51 


•32 


NW. 


12 


iB 


c 


9,330 


loB 


c 


9.744 


ISB 


C 


616 


10,360 


291 


do 


10. 50-11.35 


562.06 


561.67 


•39 


NW. 


12 


14B 


c 


8,586 


13B 


c 


8,732 


loB 


B 


60s 


9,337 


292 


do 


II. 35-12.00 


562. 08 


561.69 


•39 


NW. 


12 


14B 


c 


S,6o3 


15B 


c 


8,780 


loB 


B 


632 


9,412 


293 


do 


13. 10-13.35 


362. II 


561. 72 


•39 


N^^ 


12 


iB 


c 


8,707 


loB 


c 


8,890 


13B 


C 


631 


9.321 


294 


do 


13- 35-14. OS 


562. II 


361. 72 


•39 


NW. 


12 


iB 


c 


8,6S6 


loB 


c 


8,877 


15B 


C 


601 


9.478 


29s 


do 


14.15-14.45 


562. 12 


361. 73 


•39 


W. 


12 


loB 


c 


8.757 


14B 


c 


8,827 


iB 


B 


607 


9.434 


296 


do 


14.45-13-20 


562. 13 


361. 73 


•38 


W. 


12 


loB 


c 


8,853 


14B 


c 


8,842 


iB 


B 


647 


9,489 


297 


do 


13.35-16.00 


362. 13 


561. 73 


•3S 


NW. 


10 


14B 


c 


8, 790 


15B 


c 


8,858 


loB 


B 


641 


9,499 


298 


do 


16.00-16. 25 


562. 14 


S6i- 76 


■38 


NT^r. 


10 


14B 


c 


8,694 


13B 


c 


8,981 


loB 


B 


599 


9,5So 


299 


July iS 

do 

do 

do 


7-2S- 7.50 
7. 55- S. 20 
8. 23- 8. 30 
8. 55- 9. 20 


562. 46 
562. 50 

362. 53 

562. 54 


362.42 
362.45 
562.47 
362.49 


■04 
• 03 
.06 

•05 


SW. 

SW. 

SW. 

WNW. 


12 
12 
10 
12 


iB 

iB 

loB 

loB 


c 
c 
c 
c 


5,625 
3,439 
5,670 
5,634 


14B 
14B 
15B 
TSB 


c 
c 
c 
c 


4,940 
5,110 

5,131 










300 










301 










,102 










303 


do 

do 

July 31 

do 


9- 23- 9- SS 
9. 55-10. 20 
II. 25-rII.SO 
13. 10-13.50 


562. 39 
362.64 
562.06 
562. 06 


562.52 
362. s6 
561.76 
561. 63 


.07 
.oS 
•30 
.41 


NW. 
NW. 
SW. 
SW. 


iS 

33 

6 

6 


14B 
14B 
15B 

loB 


c 
c 
c 

c 


3,760 
5,466 
7,942 
S,oSo 


iB 
iB 
iB 

14B 


c 
c 
c 
c 


S,lS3 
5,175 
S,095 

7,863 










304 










305 










306 










307 


do 

do 


13. 50-14. 20 
14. 20-14. 30 


562.05 
562. 05 


361. 76 
561. 75 


• 29 
.30 


NE. 
NE. 


8 
8 


loB 
iB 


c 
c 


7,984 
7,893 


14B 


c 

r 


7,825 

7,813 










,1oS 










309 


do. .7 

do 


13.15-15.40 
15. 40-16. 05 


362. 04 

563. 05 


361. 73 
361- 75 


.29 

• 30 


NE. 
NE. 


12 

12 


iB 
iB 


c 
c 


7,997 
8, 060 


15B 
ISB 


c 
c 


7,937 
7,910 










310 










311 


do 


16. 10-16. 30 


562.05 


561.76 


.29 


NE. 


iS 


14B 


c 


8,005 


loB 


c 


8,084 










312 


do 

Aug. 2 

do 

do 


16.30-17.co 
S. so- 9. 15 
9-13-9- 43 
9. SO-IO. 23 


362. 04 
561.71 
561. 73 
361. 76 


561.7s 
561.37 
561.38 
561.42 


.29 

•34 
•33 
-34 


NE. 

NE. 
NE. 
NE. 


iS 
10 
10 
10 


14B 
14B 
14B 
15B 


c 
c 
c 
c 


S,oSo 
8,169 
8,100 

S,022 


loB 
loB 
loB 
iB 


c 
c 
c 
c 


8,071 

8,304 

S,36S 
8,09s 










313 










314 










31S 










316 


do 


10. 25-10. 55 


S61.7S 


561.44 


•34 


NE. 


10 


15B 


c 




iB 


c 


8,211 










317 


do 


11.45-12.00 


S61.S1 


561. 50 


-31 


NE. 


10 


i^;B 


c 


8,074 


iB 


c 


S,iS4 










31S 


do 

do 

do 


13.20-13.50 
13- 30-14- 20 
14. 20-14. 45 


361.88 
361. Sg 
561. SS 


561.58 
561.60 
561.60 


.30 
-29 
.28 


NE. 

NE. 
NE. 


10 
10 
10 


13B 
loB 
loB 


c 
c 
c 


S,oio 
S,o62 
8,143 


iB 

14B 
i.lB 


c 

c ' 
c 


8,007 
7,76s 










319 










320 










3:1 


....do 


15. 55-16. 20 


561. 85 


561.56 


.29 


NE. 


iS 


loB 


c 


8,158 


14B 


c 


7,743 










.122 


do 


16.20-16.45 


361.83 


561.55 


.30 


NE. 


iS 


loB 


c 


8,171 


14B 


c. 












323 


do 


16.50-17.23 


S6l. 83 


361.32 


.31- 


NE. 


18 


iB 


c 


8, 110 


15B 


c 


7,896 










324 


do 


17-25-17.35 


S6i. 82 


561.32 


-30 


NE. 


iS 


iB 


c 


S.090 


15B 


c 


7,842 











PRESERVATION OF NIAGARA FALI/S. 
Table 6. — Summary of discharge measurem,ents — Continued. 



163 





Date. 1909. 


Time of day. 


Water-surface 
elevation. 


Fall. 


Wind. 


Volume of flow. 




No. 


Grass 
Island. 


6ection 
No. 2. 


Grass 
Island 
to sec- 
tion. 


Direc- 
tion. 


Ap- 
proxi- 
mate 
veloc- 
ity. 


Conveyor meter. 


Section No. 2. 


Paper company. 


Total 
diver- 
sion of 
water. 




Me- 
ter. 


Rat- 
ing. 


Vol- 
ume. 


Me- 
ter. 


Rat- 
ing. 


Vol- 
ume. 


Me- 
ter. 


Rat- 
ing. 


Vol- 
ume. 


a 


b 


c 


d 


e 


£ 


g 


h 


i 


k 


1 


m 


n 





P 


1 


r 


s 


325 


Aug. 3 

do 

do 

do 

do 

do 

do 

do 

....do 

...do 

....do 

....do 


8.20- 8.4s 

8.4s- 9.10 

9. IS- 9. 50 

9. 50-10. 20 

IO.S5-II-2S 

II. 25-11. 50 

13- 05-13- 30 

13- 35-14- 15 

15.00-15.25 

IS- 25-15- 56 

16-00-16.35 
16.35-17.00 


Fe 

S6i 
S6i 
561 
562 
561 
561 
S6i 
561 
561 
561 
561 

■;6i 


et. 
98 
98 
99 
00 
97 
96 
93 
94 
95 
95 
95 
96 


Feel. 
561.67 
561.67 
561.71 
561. 70 
5S1.65 
561. 63 
S6i. 59 
561. 60 
561.61 
561. 63 
S6i. 63 
561.64 


Feel. 
.31 
•31 
.28 
.30 
•32 
•33 
•34 
•34 
-34 
•32 
•32 
•32 


SW. 
SW. 
SW. 
SW. 
SW. 
SW. 
S. 

s. 
s. 
s. 

•NE. 

NE. 


18 
18 
18 
18 
25 
25 
8 
8 
6 
8 
10 
10 


14B 
14B 
15B 
15B 
15B 
15B 
loB 
loB 
loB 
loB 
15B 
15B 


C 

c 
c 
c 
c 
c 
c 
c 
c 
c 
c 
c 


7,906 
7. 947 
7,845 
7,900 
7,928 

S,020 

8,368 
8,413 
8,194 
8,16s 
8,144 
8,069 


loB 

loB 

iB 

iB 

iB 

iB 

14B 

14B 

iB 

jB 

14B 

14B 


C 

c 
c 
c 
c 
c 
c 
c 
c 
c 
c 
c 


8,147 
8,024 
7,835 
7,773 
8,168 
8,124 
8,314 
8,282 
8,190 
8,223 
8,109 
8,104 










326 










327 










328 










329 










330 










331 










332 










333 










334 










335 










336 

























Table 7. — Relation between water consumed and power developed. 





Date. 


Time of day. 


Power house No. i. 


Power house No. 2. 


Total 
output 
in kilo- 
watt. 


Water-siu-face elevation. 


Num- 
ber of 
dis- 
charge. 


Meter. 


Water 
con- 
sumed. 




Test 

No. 


Units. 


Mean 
gate. 


■ Output 
in kilo- 
watts. 


Units. 


Mean 
gate. 


Output 
in kilo- 
watts. 


Section 
No. 2. 


Wheel 

pit 
No. I. 


Wheel 

pit ■ 

No. 2. 


per 
kilo- 
watt. 


a 


b 


c 


d 


e 


f 


g 


h 


i 


k 


1 


m 


n 





P 


q 


r 


I 


1909^ 
May 29 


8. 50- 9. 25 

9. 25-10.00 
10. 20-10. 50 
10. 50-12. 00 
14. 10-14. 40 
14- 40-1 S- 40 
16. 05-16. 35 


8 


■ 78 
78 
78 
78 
79 
76 
76 


24, 720 
25,200 
25,250 
25, 130 

2S, 140 
24, 780 
24,200 


7 


f 72 
72 
73 
71 
72 
74 
73 


23,420 
23,340 
22,990 
22,950 
23, 180 
23, 640 
22, 740 


48, 140 
48,540 
48, 240 
48, 080 
48,320 
48,420 
46, 940 


562.04 
562. 04 
562. 06 
562.07 
561.97 
561.97 
561.97 






22 
23 
24 
25 
26 
27 
28 


isB 
isB 
loB 
loB 
14B 
14B 
15B 


7,320 

7,355 
7,333 
7,201 
7,150 
7,310 
7,151 


0. 152 
.152 
• 152 
.150 
.148 
.151 
■153 










419.8 


418.0 


























Weip 


hted mean . . . 


8 


78 


24,950 


7 


72 


23, 189 


48,100 


562. 02 


419-8 


418. 






7, 257 1 • 1509 




June I 


8. 40-10. 10 
10. 10-10. so 
14. 00-14. 50 
14.40-15.20 
15.30-16. 10 
16. 10-16. 40 






2 


7 


78 
76 

75 
77 
76 
75 


21,320 
21,110 
20, 500 
20, 680 
20, 630 
20, 620 


8 


74 
73 
78 
78 
74 
. 74 


26,850 
27,450 
28,150 
27,920 
27,580 
27,900 


48, 170 
48, 560 
48, 650 
48,600 
48, 210 
48, 520 


561.90 
561.87 
561.80 
S6i. 77 
561. 76 
561. 79 






29 
30 
31 
32 
33 
34 


loB 
loB 
ISB 
15B 
14B 
14B 


7,140 
7»2S4 
7,318 
7,324 
7,243 
7,301 


.148 
• 149 
.150 
•151 
.150 
■ISI 




418.6 


417-7 


























Weig 


ited mean . . . 


7 


76 


20, 8ro 


8 


75 


27,640 


48, 450 


561.81 


418.6 


417-7 






7,263 


.1499 




Junes 


9.50-10.30 
10. 30-11. 00 
II. 20-11. 50 
14. 10-14. 40 
14.40-15.10 
15.30-16.00 
16.00-16.30 






3 


6 


73 
72 
73 
75 
76 
79 
79 


17,500 
17,370 
iS,ooo 
18,430 
18,340 
18,810 
iS, 940 


9 


■ 64 
63 
64 
66 
67 
64 
64 


29,450 
29,300 
30,180 
29, 860 
29,820 
29,490 
29,800 


46, 950 
46, 670 
48, 180 
48, 290 
48, 160 
48,300 
48, 740 


561.95 
561.96 
561.96 
561.97 
561.96 
561.94 
561.94 






35 
36 
37 
38 


14B 
14B 
isB 


7,024 
6,837 
7,011 
7,228 
7,07s 
7,044 
6,965 


.150 
.146 
.146 

• 149 
■147 

• 146 
•143 




416.7 


416.9 














39 loB 

40 15B 

41 T^n 
























Weig 
1 


ited mean I 


6 


75 


18, 130 


9 


6s 


29,680 




416.7 


416.9 






7,030 




1 


1 




" ' 1 









164 



PRESERVATION OF NIAGARA FALLS. 
Table 7. — Relation between water consumed and power developed — Continued. 





Date. 


Time of day. 


Power house No. i. 


Power bouse No. 2. 


Total 
output 
in kilo- 
watts. 


Water-surface elevation. 


Num- 
ber of 
dis- 
charge. 


Meter. 


Water 

con- 
sumed. 




Test 
No. 


Units. 


Mean 
gate. 


Qutput 
in kilo- 
watts. 


Units. 


Mean 
gate. 


Output 
in kilo- 

WaLLS. 


Section 
No. 2. 


Wheel 

pit 
No. 1. 


Wheel 

pit 
No. 2. 


per 
kilo- 
watt. 


a 


b 


c 


d 


e 


f 


E 


b 


i 


k 


1 


m 


n 





P 


q 


r 


4 


1909. 
June 3 


8.40- 9.20 
9.20- 9.50 
10.00-10.30 
10. 30-11.00 
13.40-14.30 
14.30-15.00 
15.20-15.50 
15. 50-16. 20 


s 


' 78 
76 
76 
77 
74 
74 
75 
75 


15.6S0 
1S1440 
14,850 
15, 100 
14, 840 
14, 690 
14, 740 
14.570 


10 


73 
71 
70 
73 
74 
74 
74 
74 


32, 760 
33.260 
32,450 
33.270 
33,770 
34,430 
33.120 
33.620 


48,440 
48,700 
47,300 
48,370 
48,610 
49, 120 
47,860 
48, 190 


561.89 
561.88 
561.91 
561. 89 
S6i. 9S 
561.9s 
561.97 
561.96 






42 
43 
44 
45 
46 
47 
48 
49 


isB 
15B 
loB 
loB 
14B 
14B 
loB 
loB 


6,864 
6,863 
6,876 
6,805 
6,913 
6,876 
6.909 
6.958 


0. 142 
.141 

•I4S 
.140 
.142 
.140 
■145 
.144 














415.6 


416.8 


























Weig 


s 


76 


15,050 


ic 


73 


33,410 


48,460 


561.92 


415.6 


416.8 






6,882 


.1420 


June 5 


8. 40- 9. 20 
9. 10- 9. 40 
16. 00-10. 30 
10. 30-11.00 
13. 40-14. 10 
14. 10-14.40 

15. 00-16. 10 

16. 00-16.30 






5 


7 


86 
86 
86 
86 
86 
86 
8s 
85 


23.540 
23,200 
23,080 
23,180 
23, 170 
23. 120 
22.990 
22,740 


8 


86 
86 
86 

87 
87 
87 
87 
87 


30,310 
30,300 
29. 730 
30.360 
30, 480 
30, 460 
30,900 
31,180 


53.850 
53.500 
32,810 
53. 540 
53.650 
53. s8o 
53.890 
53.920 


561.87 
561. 86 
561. 87 
561.87 
561.87 
561.87 
561.88 
S61.87 






50 

SI 
52 
S3 
54 
55 
S6 
57 


loB 
loB 
14B 
14B 
loB 
loB 
14B 
14B 


7,549 
7.393 
7.4°4 
7.4IS 
7.43S 
7.487 
7.51S 
7.654 


.140 
.138 
.140 
■139 
.138 
.140 
. 140 














419.8 


419.0 




























Weig 




7 


86 


23,130 


8 


87 


30. 460 


53,590 


561.87 


419.8 


419.0 






7.484 


■ 1396 


June 7 








6 


9. 00- 9. 50 
10. 10-10. 50 
fi. lo-ii. 40 
14. 10-14. 40 

14. 30-15. 00 

15. 20-15. 50 
15.40-16. 10 


6 


86 
86 
87 
91 
91 
91 
92 


19,310 
19,640 
19,900 
20, 100 
20, 260 
20,340 
20,360 


9 


86 
87 
87 
87 
86 
86 
87 


33,930 
33.490 
33.790 
33,980 
34,060 
33,6So 
33,620 


53.240 
53.130 
S3. 690 
54. 080 
54. 320 
54.020 
53.980 


561. 78 
561. 78 
561. 77 
561. 76 
561. 74 
561. 73 
S6i. 72 






58 
59 
60 
61 
62 
63 
64 


15B 
iB 
loB 
14B 
14B 
loB 
loB 


7. 369 
7. 210 
7.491 
7.43S 
7.396 
7.333 
7.432 


.138 




418. 8 


418.8 


.136 








.138 








.136 








.136 








.138 










Weig 




6 


88 


19, 830 


9 


86 


33,780 


53.610 


561. 76 


418.8 


418.8 






7.354 


■1372 


Junes 

hted mean 










8. 50- 9. 20 

9. 20- 9. 50 
10. lo-ro. 40 
10. 30-11. 00 
14. 10-14. 50 

14. 5<^I5. 20 

15. 50-16. 10 

16. 10-16. 40 


5 


76 
76 

78 
84 
82 
86 
86 


14. s8o 
14, 820 
15.180 
15, 160 
15.700 
15,920 
16, 130 
16,220 


10 


89 
89 
89 
89 
89 
89 
89 
90 


38,800 
38, 740 
38,300 
38,260 
38,600 
38,780 
39.230 
39,360 


53.380 
53.560 
53.480 
53,420 
54,300 
54, 700 
55.360 
55.580 


561. 71 
561. 71 
561. 69 
561. 69 
561. 4S 
S6l. 47 
561. 49 
561. 52 






6s 
66 
67 
68 
69 
70 
71 
72 


14B 
14B 
loB 
loB 
15B 
15B 
loB 
loB 


7.300 
7,260 
7.313 
7.264 
7,432 
7,342 
7.209 
7,288 










.136 








•136 




418.2 


418.2 


.136 








• 134 








.130 










Weig 




5 


80 


IS. 390 


10 


89 


38, 750 


54. 140 


561. 59 


418. 2 


418.2 






7,312 


• 1351 




June 9 










8 


8. 40- 9. 20 
9- 10- 9. 50 
10. 00-10. 3c 
10.30-11.00 

13. 30-14. 20 

14. 20-14. SO 

15. 50-16. 20 

16. 10-16. 40 


4 


85 
83 
83 
83 
87 
85 
84 
84 


14, IDO 
13.870 
13.690 
13.650 
14.750 
14,300 
13,460 

13, .>;4o 


11 


88 
87 
86 
84 
86 
86 
88 
89 


41,700 
41, 260 
41,320 
40,900 
42.030 
42.040 
42.780 
42.940 


55. 800 
55. 130 
55,010 
54, SSO 
56,780 

56, 340 
56, 240 
56.480 


561. 79 
561. 83 
561.87 
561.91 
S6i. 88 
561.87 
561. 81 
561.80 






73 
74 
75 
76 
77 
78 
79 
80 


14B 
14B 
loB 
loB 
loB 
loB 
15B 
15B 


7,206 
7.223 
7.I7S 
7.150 
7.306 
7.253 
7.366 
7.34S 


. 129 




















416. 2 


417-8 


•131 
















• 131 


















WHr 




4 


84 


13.S60 


n 


87 


41.970 


55. 830 


561. 83 


416. 2 


417.8 






7,264 






June 10 










9 


9. 00- 9. 40 
9. 30-10. 10 
10. 30-11. 10 
11. 00-11. 30 
14. 10-14. 40 
14.40-15. 10 


9 


[ 84 
84 
84 

1 84 
83 

[ 84 


30.440 
30. 540 
30, 600 
30, 6S0 
30,340 
30,280 


7 


[ 86 

82 

87 

1 *' 

87 

87 


25,880 
23,960 
25,930 
26, 040 
26, 480 
26, 260 


56.320 
54,500 
56,530 
56,720 
56,820 
56.540 


561. 6s 
561. 67 
561. 63 
561. 61 
561. 73 
S6l. 76 






81 
82 
83 
84 
85 
86 


15B 
isB 
loB 
loB 
14B 
14B 


8.219 
8,069 
8,189 
8,282 
8,254 
8,156 


.146 








.148 




426.7 


421.9 


•14s 
.146 








• 14s 








• 144 










Weig 


9 


84 


30,480 


7 


86 




561. 68 


426. 7 


421.9 






8,195 


• 1457 

















PRESERVATION OF NIAGARA FALLS. 
Table 7. — Relation between water consumed and power developed — Continued. 



165 




loB 


7,882 


•143 


loB 


7i9S8 


.147 


14B 


7,98s 


.149 


14B 


8,008 


.145 



i66 



PRESERVATION OF NIAGARA FALLS. 
Table 7. — Relation between water consumed and power developed— C(m&aMs:&.. 





Date. 


Time of day. 


Power house No. i. 


Power house No. 2. 


Total 
output 
in kilo- 
watts. 


Water-surface elevation. 


Num- 
ber of 

dis- 
charge. 


Meter. 


Water 

con- 
sumed. 


Water 
per 
kilo- 
watt. 


Test 
No. 


Units. 


Mean 
gate. 


Output 
in kilo- 
watts. 


Units, 


Mean 
gate. 


Output 
in Icilo- 
watts. 


Section 
No. 2. 


Wheel 

pit 
No. I. 


Wheel 

pit 
No. 2. 


a 


b 


c 


d 


e 


f 


g 


h 


i 


k 


1 


m 


n 





P 


q 


r 


16 


1909. 
June 17 


14. 10-14. so 
14.40-15. 10 
15.30-16.00 

15. 50-16. 30 
16.30-17.00 

8. 50- 9. 20 

9. 20- 9. so 


7 


74 
75 
76 
76 
76 
77 
76 


20, iSo 
20, 160 
20, 250 
20,300 
20,440 
20, oSo 
20,310 


xo 
10 


85 
85 
82 
S2 
86 
S3 
82 


36, S90 
36,560 
36, 740 
36, 660 
36,900 
36,860 
36. soo 


56.770 
56,720 
56, 990 
56,960 
57,340 
56, 940 
56,810 


561. 93 
S6l. 93 
S6l. 90 
561.91 
561. 90 
561. 68 
561. 68 






12S 
129 
130 
131 
132 
133 
134 


15B 
15B 
loB 
loB 
loB 
14B 
14B 


8,226 
8, 097 
8,042 
7,982 
7,937 
8,092 
8,097 


0.14s 
■143 
.141 
. 140 
.139 
.142 
.142 


































42X. 6 


422. s 


Weig 


htedmean.. . 


7 


76 


20.230 


10 


84 


36,670 


56, 900 


56X. S4 


42X. 6 


422. s 






8,080 


. 1420 




Juae iS 

June 19 


IX. 20-1 X. 50 
13. 20-13. 50 
X3. 40-14. 10 
14.30-15.00 
15.00-15.30 
16.00-16.30 
16. 20-16. so 
8. 30- 9. 00 
9.00- 9. so 






17 


6 


90 
90 
91 
90 
90 
91 
92 
86 
86 


21,510 
21,520 
21,420 
21,480 
21,320 
21,620 
21, 740 
20, 650 
20,470 


xo 


78 
So 
82 
82 
83 
84 
85 
84 
84 


37,520 
36, 940 
36, 790 
37,070 
36, 740 
36,680 
36, 620 
37,640 
37, 230 


59.°30 
58, 460 
58,210 
58,550 
58.060 
SS.300 
58,360 
58, 290 
57,700 


561. 80 
S6i. 96 
562.00 
562. 03 

562. 06 
562. 14 
562. xS 
562. II 
562. 13 






13 s 
136 
137 
138 
139 
140 
141 
142 
143 


iB 
loB 
loB 
14B 
14B 
iB 
iB 
loB 
loB 


7,641 
7,755 
7,725 
7,800 
7,725 
7,616 
7,583 
7,851 
7,684 


.130 
■133 
•132 
•133 
•133 






































.130 
. 134 
■133 










420.4 


421.3 


Weig 


htedmean. . . 


6 


90 


21,350 


10 


82 


37,000 


58.350 


562. 04 


420.4 


421.3 






7,710 


.1321 




11.QO-11.30 
II. 30-12. 00 
13.10-x4.00 
13.50-14.30 
8. 10- S. 50 
3. 40- 9. 20 
9.30-10.00 
9. so-io. 40 






18 


June 19 

June 21 

htedmean. . . 


9 


78 
79 
79 


26, 840 
26,490 
27,220 
27, 290 
27,700 
27,400 
27,490 
27,630 


XI 


52 
52 
SI 
51 
S3 
52 
SO 
SO 


22,920 
23,020 
22,280 
22, 100 
22,140 
22,070 
21,94° 
21,160 


49, 760 
49,510 
49.500 
49.390 
49.840 
49, 470 
49,430 
48, 790 


562.06 
562.02 
562.01 
561.99 
561. Si 
561. Si 
561. So 
561. Si 






144 
I4S 
146 
147 
150 
151 
152 
153 


14B 
14B 
iB 
iB 

loB 
loB 
14B 
14B 


8,187 
8,247 
7,532 
8,206 
8,451 
8,342 
8,395 
8,352 


. 165 








.167 
•152 
.166 














.170 
.16S 










424.6 


424.4 


.170 

.171 








■Weip- 


9 


77 


27,320 


II 


S2 


22,150 


49,470 


561.91 


424.6 


424.4 






8,299 


.1678 




June 21 

hted mean . . . 


13. 10-13. SO 
13.40-14.20 
14.30-15.00 
15.00-15.30 
15.40-16. 10 
16.00-16.40 






19 


9 


78 
82 
84 
84 
86 
86 


27,480 
27,660 
27,900 
27,630 
27,780 
27, 5S0 


10 


66 
67 
66 
66 
66 
66 


27,520 
27,270 
27,020 
26, 7S0 
26, 940 
27,390 


SS.ooo 
S4,930 
S4.920 
S4,430 
54, 720 
34,970 


561. 74 
561.77 
561. 79 
561. So 
561.82 
561. 81 






154 
155 
156 
IS7 
ISS 
1 59 


iB 

iB 
loB 
loB 
14B 
14B 


8,941 
8,895 
8,534 
8,630 
8,782 
8,872 


.163 
.162 
.156 
.isS 

.160 




426.0 


426.2 




















.162 










Weig 


9 


83 


27, 680 


10 


66 


27,150 


54. S30 


561.79 


426.0 


4=6.2 






8,776 






June 22 

htedmean. . . 


9.00- 9.30 
9. 30-10. 00 
10. 10-10. 40 
10. 40-11. 20 
II. 20-12.00 
13.20-14.00 
14. 00-14. 30 
15.50-16.20 
16. 20-17.00 








20 


9 


78 
78 
79 
79 
80 
80 
80 
80 
So 


26,690 
26, 890 
27,220 
27,4x0 
27,480 
27,480 
27,680 
26, 680 
26, 670 


9 


75 
75 
75 
74 
75 
76 
76 
75 
. 75 


28,940 
28, 620 
29, 020 

28, 560 

28,490 
29, 610 
28,720 

28,660 
29.320 


55. 630 
S5,Sio 
56, 240 
55,970 
55,970 
57,090 
56,400 
55,340 
S5,990 


561.80 
561. Si 
561. 78 
561. 79 
561. 79 
S6t. 73 
561. 72 
561. 75 
561. 77 


425.8 


425.0 


160 
161 
162 
163 
164 
165 
166 
167 
168 


14B 
14B 
xoB 
loB 
loB 
xB 
iB 
loB 
loB 


8,671 
8,64s 
8,626 
8,489 
8,626 
8,863 
S,802 
8,733 
8,544 


•ISS 

.156 

•153 
.152 
■154 
•ISS 
• 156 






































.158 


















Wdg 


9 


79 


27, ISO 


9 


75 


28,920 


56,070 


561.77 


425.8 


425.0 






8, 698 


.1551 




June 23 

hted mean . . . 


8. 10- 8. so 
8.40- 9. 20 
9. 30-10. xo 
10. 10-10. 40 






21A 


9 


80 
79 
So 
So 


27,310 
26,520 
27,000 
27,750 


9 


90 
90 
91 
92 


32,920 

33,xio 
33,480 
34, 040 


60, 230 
59.630 
60, 4S0 
61,790 


561. Si 
561. Si 
561.80 
561. So 






169 
170 
171 
172 


iB 

iB 

loB 

loB 


8,920 
8,884 
8,830 
8,841 


.14S 




426.8 


426. 8 


.149 
.X46 


















Weig 


9 


80 


27,140 


9 


91 


33,390 


60, 530 


561. So 


426.8 


426. S 






8, 869 


.1465 














PRESERVATION OP NIAGARA FALI.S. 
Table 7. — Relation between water consumed and power developed — Continued. 



167 





Date. 


Time of day. 


Power house No. i. 


Power house No. 2. 


Total 
output 
inkilo- 

watts. 


Water-surface elevation. 


Num- 
ber of 
dis- 
charge. 


Meter. 


Water 

con- 
sumed. 


Water 


Test 

No. 


Units. 


Mean 
gate. 


Output 
in liilo- 
watts.' 


Units. 


Mean 
gate. 


Output 
in kilo- 
watts. 


Section 
No. 2. 


Wheel 

pit 
No. I. 


Wheel 

pit 
No. 2. 


per 
kilo- 
watt. 


a 


b 


c 


d 


e 


f 


g 


h 


i 


k 


1 


tn 


n . 





P 


q 


r 


21B 


1909. 
June 23 


10. 50-11. 20 

II. 2C-12.00 
13. 10-13.40 
13.40-14. 10 
14. 20-15. 10 

14- 10-15-40. 

15.50-16.20 

16. 20-16.50 


9 


So 
79 
79 
80 
80 
81 
82 
8i 


26,480 
26,470 
26,40c 
26,270 
26,670 
26,870 
26, 700 
26, 680 


9 


95 
95 
95 
95 
95 
95 
94 
95 


34i 940 
54, 880 
34. 960 
35. 120 
34.970 
35.000 
35.040 
35. 100 


61,420 
61,350 
61,360 
61,390 
61,640 
61,870 
61,740 
61,780 


561.78 
561. 78 
561. 78 
561.79 
561.78 
561.74 
561.78 
561.79 






173 
174 
175 
176 
177 
1 78 
179 
180 


14B 
14B 
iB 
iB 
loB 
loB 
14B 
14B 


8,99r 
8,844 
9-07S 
9.033 
8,858 
8,922 
8,990 
8,992 


0.147 
.144 
.148 
.147 

.144 
.144 

-145 
.145 














427.4 


427.2 


























Weis 


9 


80 


26,560 


9 


95 


35.010 


61,570 


561.77 


427.4 


427.2 






8,966 


- 1456 


June 26 


9.00- 9.50 
9. 40-10. 20 
10. 30-11. 10 
11.00-11.40 








laA 


' 


( 84 
84 

is 

8s 


21,970 
21,860 
21,980 
22, 240 


9 


88 
88 
88 
88 


34. 860 
35.090 
34. S30 
35. 040 


56, 830 
56, 950 
56,810 
57. 280 


561.90 
561.91 
561.92 
561.93 






181 
182 
183 
184 


iB 

iB 

loB 

loB 


7,877 
7.525 
7.652 

7,808 


-139 
.132 
■135 
.136 


422.0 


421.4 














Weig 


7 


84 


22,010 


9 


88 


34.960 


56.970 


561.91 


422.0 


421.4 






7.716 


-1354 


June 26 


14. 10-14. 5° 
14.50-15.20 
15.30-16. 10 
16.00-16.40 
16. 40-17. 10 






22B 


7 


84 

is 

83 

83 

. 83 


22,300 
22,360 
21,670 
21,310 
21,280 


9 


100 
100 
100 
100 
100 


37.320 
37.230 
37.390 
37.530 
37.'48o 


59.620 
59,590 
59.060 
58, 840 
58, 760 


561.89 
561.86 
561. 83 
561.81 
561. 80 






iSs 
186 
187 
18S 
189 


iB 
iB 
14B 
14B 
14B 


8,093 
8,052 
8,053 
7,980 
7,990 


-136 
-135 
.136 
•135 
-136 




422.4 


421.4 




422.2 


421.4 







Weig 


7 


84 


21,880 


9 


100 


37,370 


59. 250 


561.84 


422.3 


421.4 






8,040 


-1357 


June 28 


8. 20- 9. 00 
8. 50- 9- 30 
10. 10-10. 50 
10. 50-11.30 
II. 30-12. 00 
13. 10-13.50 
13. 40-14. 20 






=3 


6 


90 
91 
90 
89 
89 
91 
. 93 


20, 660 
20, 460 
20,520 
20, 760 
20, 800 
20, 900 
20, 930 


10 


100 
100 
100 
100 
100 
98 
, 100 


40.970 
41,100 
40, 900 
40, 860 
40, 880 
41,080 
41)130 


6i,6jo 
61,560 
61,420 
61,620 
61, 680 
61,980 
62,060 


561.89 
561. 89 
561.88 
561.88 
561.88 
561.91 
561.91 






190 
191 
192 
193 
194 
195 
196 


14B 
14B 
loB 
loB 
loB 
iB 
iB 


7,924 
7,762 
7,620 
8,115 
7,9S6 
7,815 
7,938 


- 129 






.126 




423-4 


422.8 


.124 
• 131 








. 129 








.126 








-12S 










Weig 


6 


91 


20, 720 


10 


100 


41,010 


61. 730 


561.89 


423.4 


422.8 






7,872 


.1275 


June 28 

June 29 


15- 10-15. 40 
15.40-16. 20 
16. 20-16. 50 
8. 20- 8. 50 
8.50- 9-30 
9. 40-10. 10 
10. 10-10. 40 






=4 


S 


93 
93 
93 

87 

87 

87 

. 87 


17,440 
17,440 
17.500 
17, 240 
17, no 
17, 140 
17,150 


II 


100 
100 
100 
100 
100 
100 
100 


45. 220 
45.200 
45,260 
45. 140 
45. 400 
45.320 
45.350 


62,660 
62,640 
62,760 
62,380 
62,510 
62,460 
62.500 


561.90 
S61.91 
561. 90 
S6l. 74 
561. 74 
561.72 
561.71 


420.0 


421-5 


197 
19S 
199 
200 
201 
202 
203 


14B 
14B 
14B 
loB 
loB 
iB 
iB 


7,622 
7,761 
7,676 
7.430 
8.051 
7. 936 
7,668 


. 121 




































418.2 


421.5 


•1=3 


Weig 


S 


80 


17,260 


II 


100 


45, 280 


62, 540 


561.80 


419.1 


421-5 






7.743 

8,246 
8,073 
8,389' 
8.524 
8,437 
8,272 


.1238 




June 29 

hted meau... 


13. 10-13.40 
13.30-14. 10 
14.30-15.00 
14.50-15.30 
15. 40-16. 10 
16.10-16.40 






25 


7 


74 
75 
77 
78 
78 
, 77 


20, 700 
20,440 
20, 490 
20, 460 
20,250 
20, 240 


10 


83 
84 
83 
85 
86 
. 84 


37.040 
36, 180 
36.300 
36,420 
37, 540 
36,810 


57,740 
56,620 
56. 790 
56, 880 
57. 790 
57,050 


561.62 
561. 63 
561.62 
561. 63 
561. 63 
561.65 






204 
205 
206 
207 
208 
209 


14B 
14B 
joB 
loB 
iB 
iB 


• 143 








. 142 








.148 




421.6 


422. 8 


.150 
.146 


















Wei J 


7 


76 


20,430 


10 


84 


36,720 


57.150 


S6l. 63 


421.6 


422.8 






8,324 


-1457 




June 30 


8.20- 9.00 
8. 50- 9- 30 
9. 40-10. 20 
10. 10-10. 40 

10. 50-11. 20 

11. 20-12. 00 






26 


6 


84 
83 
84 
8s 
86 
i 8s 


19. 750 
19,650 
19,810 
19,900 
20,220 
20,270 


II 


74 
75 
77 
77 
77 
I " 


36, S30 
37,sSo 
3 7; 450 
36,960 
36, 930 
37,660 


56, 580 
57.230 
57. 260 
56,860 
57. 150 
57, 930 


S6i. 83 
561.8s 
561.87 
561.90 
561.92 
561.91 






210 
211 
212 
213 
214 
215 


14B 
14B 
loB 
loB 
iB 
iB 


8,016 
7.8-2 
7,961 
8.206 
7.991 
7.999 










-138 
















- 144 
.140 
.ij8 




420.8 


422.6 










Wei 


6 


84 


19. 930 


II 


76 


37.240 


57. 170 


561.88 


420.8 


422.6 






8, 008 


. 1401 




1 









i68 



PRESERVATION OF NIAGARA FALLS. 

Table 7. — Relation between water consumed and power developed — Continued. 





Date. 


Time of day. 


Power house No- i. 


Power house No. 2. 


Total 
output 
in kilo- 
watts. 


Water-surface elevation. 


Num- 
ber of 
dis- 
charge. 


Meter. 


Water 

con- 
sumed. 


Water 


Test 
No. 


Units. 


Mean 
gate. 


Output 
in kilo- 
watts. 


Units. 


Mean 
gate. 


Output 
in kilo- 
watts. 


Section 
No. 2. 


■OTieel 

pit 
No. I. 


MTieel 

pit 
No. 2. 


per 
kilo- 
watt. 


a 


b 


c 


d 


e 


f 


E 


h 


i 


k 


1 


m 


n 





P 


q 


r 




1909. 
June 30 

Julyi 


14. 10-14. 50 
14.40-13-20 
15.30-16.20 
16. 20-17. 00 
8.30- 9.10 
9. 10- 9-50 


8 


84 
85 
74 
76 
87 
88 


25,600 
25,560 
23,470 
23.580 
26,350 
26, 2S0 


9 


97 
97 
97 
94 
90 
90 


3S,220 
35.330 
35,650 
35.680 
33. 790 
34.0S0 


60,820 
60,890 
59. 120 
59.260 
60, 140 
60,360 


561.87 
561. 86 
561-85 
561.83 
561.86 
561.8s 






216 
217 
218 
219 
220 
221 


14B 
14B 
loB 
loB 
iB 
iB 


8.3S2 
8.432 
8,17s 
8,45= 
8,544 
8,567 


0.137 
•139 
.138 

.142 
.142 
.142 




425.8 


425- 5 


























Weig 


8 


82 


25, 140 


9 


94 


34.960 


60,100 


561. 85 


4=5-8 


425.5 






8,421 




July I 


10. 40-11.20 
II. 10-11.50 
13. 10-13. 50 
13- 40-14- 30 
14. 40-15. 20 
IS- 10-15- 50 
15.40-16.30 
16.20-17-00 








28 


7 


85 
85 
87 
88 
87 
89 
91 
89 


23,480 
23,560 
23,4=0 
23,480 
23,820 

23,900 

24, 020 
24, 180 


10 


91 
90 

87 
Ss 
85 
85 
83 
81 


38, oSo 

38.100 
37.400 
36. 770 
36, 690 

36,760 
36, S20 
36,700 


61.560 
61.660 
60.820 
60.250 
60,510 
60,660 
60,840 
60,880 


561.84 
561-84 
561- 88 
561- 89 
561-90 
561.91 
561.91 
561. 91 


424.0 


425.7 


222 
223 
224 
225 
226 
227 
228 
229 


14B 
14B 
loB 
loB 
iB 
iB 
14B 
14B 


8,369 
8,532 
8.543 
8,550 
8,472 
8,502 
8,445 
8,390 


.136 

.13S 














.143 
.140 
.140 




423.4 


422.8 














.138 








Weig 


r 


88 


23,700 


10 


86 


37.0SO 


60,780 


561.89 


423.7 


424.2 






8,489 




July 2 


S-30- 9-00 
9.00- 9.30 
9- 40-10- 20 
10. 10-10. 50 
10- 50-11- 30 
11. 20-12.00 








29 


6 


So 
80 
So 
81 
81 
82 


17,820 
17,940 

18, 030 

iS, 140 
18,330 
18,500 


II 


85 
85 
85' 
85 
84 
86 


40,900 

41, 200 

41,660 
41,450 
41,170 

40, S50 


58,7=0 
59, 140 
59, 690 
59,590 
59.SOO 
59.350 


561- 88 
561.89 
561.90 
561.89 
561.90 
561.89 


422.4 


422.2 


230 
231 
232 
23a 
234 
235 


14B 
14B 
loB 
loB 
iB 
iB 


8,070 
8,013 
8,261 
8,082 
8,244 
7,965 


■137 
.136 
.138 
.136 




4=2.4 


422.3 




422.4 
422.4 


422.4 
422.3 


.138 
•135 


Weig 


6 


Si 


18, 130 


II 


85 


41,200 


59.330 


561.89 


422.4 


422.3 






8, 106 


.1366 


July 3 


14. 10-14. 40 
14.30-15- 10 
15-20-15.50 








30 


6 


81 
82 
82 


18,390 
lS,350 
18,500 


II 


100 
100 
100 


44,340 
44,380 
44.300 


62, 730 
62, 730 
62,800 


561.87 
561-87 
561.86 


423.5 
423-5 
423.5 


423.0 
423-0 
423.0 


236 
237 
238 


14B 
14B 
loB 


8,243 
8,336 
8,520 


.131 

■^33 
.136 


Weig 


6 


82 


18,440 


II 


100 


44.330 


62,770 


561.86 


423-5 


423-0 






8,40s 




July 3 


10- 30-11. 00 
II. 30-11. 30 
1 1- 30-12. 00 
13. 40-14- 30 

14- 20-15- 10 
15. 20-16. 00 

15- SO-16. 30 








31 


8 


84 
84 

82 

82 

82 

82 

. 82 


24, 570 
24,850 
24,310 
24.520 
24,580 
24,600 
24,700 


9 


88 
87 
86 
81 
81 
82 
83 


32,430 
32.670 
33.020 
31.790 
31.990 
31,780 
31,890 


57,000 
57.5=0 
57.330 
56.310 
56,570 
56,380 
56, 590 


561. 61 
561. 58 
561. 56 
561. 72 
561. 75 
561.87 
561. 91 


425.2 


423.4 


240 
241 
24a 
243 
244 
245 
246 


iB 
iB 
iB 
14B 
14B 
loB 
loB 


8,171 
7.852 
8. 135 
S.102 
8,iSo 

8,213 

8,366 


.143 
.136 

. 14a 


















424.0 


422.1 


•145 
.146 








• 147 










Weig 


8 


S2 


24,550 


9 


84 


32,150 


56, 700 


561. 74 


4=4.6 


422.8 






8,194 


.1445 


July 6 


10. 50-11.30 

11. 30-12. 00 
13. 30-14. 00 
14. 00-14- 50 
15-00-15-30 
15. 20-16.00 








32 


6 


82 
82 
S3 
83 
83 
[ ^' 


19, 740 
19,980 
i9,SSo 
19,960 
20,340 
20,430 


10 


72 
72 
70 
71 
72 
72 


32.600 

32,520 

32,280 
32.320 
31.710 

32,120 


52.340 
52,500 
52,160 
52,280 
52,050 
52,550 


561. 78 
561. 76 
561. 76 
561. 77 
561.80 
561. So 


420.0 


419.4 


247 
248 
249 
250 
251 
252 


iB 
iB 
14B 
14B 
loB 
loB 


7,442 
7,414 
7,440 
7,427 
7,53= 
7,571 


■143 
. 141 
















. 142 








• 144 


















Weig 


6 

5 


82 

83 
84 
83 
82 
84 

Si 


20,060 


10 


72 


32,260 


52,320 


561. 78 


420.0 


419-4 






7.471 


.142S 


July 7 


S. 40- 9. 30 
9- 30-10. 00 
10. 10-10. 40 

10. 40-11. 10 

11. 20-11. 50 
13. 10-13- 40 










16,940 
16,840 
16,840 
17,040 
17,360 


11 


71 
72 
72 
71 
69 
. 70 


34,620 
35,360 

3Si400 
35,720 
35, 290 
34.920 


51,560 
52,200 
52, 240 
52, 760 
52.650 
52,060 


561. 81 
561. 80 
561. So 
561.80 
561. Si 
561. 79 






253 
254 
255 
256 
257 
258 


iB 
iB 
14B 
14B 
loB 
loB 


7.219 
7.331 
7.323 
7.390 
7-350 
7.307 


















. 140 




417.4 


419.0 


.140 








. 14X 




I "3 1 -<.--.- 








Wei( 


5 1 S3 j 17,030 


II 


71 


35,220 


52, 250 


561. So 


417.4 


419.0 






7.3=0 


. 1401 












1 


































PRESERVATION OP NIAGARA FALLS. 
Table 7. — Relation between water consumed and power developed — Continued. 



169 



Tes 

No 


Date. 


Time of day. 


Power house No. i. 


Power house No. 2. 


. Total 
output 

. inkilo- 
wa tts 


Water-surface elevation 




Meter 


Water 
con- 
sumed 


Water 
per 
kilo- 
watt. 


Units 


Meai 
gate 


Outpu 
in kilo- 
watts. 


Units 


Meat 
gate 


Outpu 
in kilo- 
watts. 


Section ^f 1 
No. 2. P't 
No. I. 


Whee 

pit 
No. 2. 


ber of 
dis- 
charge 


a 


b 


c 


d 


e 


f 


g 

10 


h 


i 


k 


1 


m 


n 





P 


q 


r 


34 


1909. 
July 16 

July 17 


9. 50-10. 20 
10. 10-10. so 

10. 50-11. 20 

11. 20-11. 50 
10. 50-11. 40 
11.30-12. 00 


7 


f 84 
8s 
S7 
86 
89 
87 


34, 160 
23.860 
24, lob 
24,170 
24,810 
24,630 


[ 100 
100 
100 
100 
100 

i 100 


40, 120 
40, 120 
40,080 
40,000 
39.950 
39,850 


64,280 
63 , 980 
64, iSo 
64. 170 
64. 760 
64, 500 


561.82 
561. 78 
561.80 
561. 82 
561.67 
561. 69 


424.8 
424.8 
425.0 
425.0 


425.6 
425.8 
426. 
426.0 


283 
284 
285 
286 
291 
292 


loB 
loB 
14B 
14B 
15B 
15B 


8,741 
8,806 
8,713 
8,652 
8,752 
8,780 


0- 136 
-137 
-136 
- 13s 








- ns 

-136 








Wei 


;lited mean . . 


7 


86 


24, 290 


10 


100 


40,020 


64,310 


561. 76 


424.9 


425.8 






8,741 






July 15 

July 16 


15. 50-16. 20 
16. 10-16. 50 
16.50-11. 20 
8. 10- 8. 40 
8. 40- 9. 10 
9. 10- 9. 40 


■1359 


35 


6 


f 88 
88 
88 
84 
S3 

i 83 


20,920 
20, 880 
20,860 
20, 720 
20.610 
20,500 


" 


f 100 
100 
100 
100 
100 

i 100 


43,480 
44.240 
44,320 
44,090 
44,170 
44,220 


64,400 
65, 120 
65, 180 
64,810 
64, 780 
64, 720 


S6i. 76 
S6i. 75 
561. 74 
561.81 
561. 82 
S6i. S3 






277 
278 
279 
280 
281 
282 


I4B 
14B 
15B 
iB 
iB 
loB 


8.720 
8,699 
8,776 
8, 630 
8,522 
8,717 


= = 








-13s 








-134 




423.4 
423.4 
423-4 


425.8 
425.7 
423-7 


•135 
-133 
.131 
.135 


Weii 


hted mean . . . 
July 14 

Jtilyis 


16. 00-16. 40 
16.30-17.00 
8. 30- 9. 00 
9.00- 9.30 
9- 30-10. 00 
10. 00-10. 30 


6 


86 


20, 730 


II 


100 


44,130 


64, 860 


561. 79 


423.4 


425- 7 






8,69s 


• 1341 


36 


9 


89 
92 
86 
88 
89 
89 


29. 280 
30.030 
30. 140 
30. 4S0 
30.520 
30.410 


9 


[ 94 
95 
90 
90 
90 

, 90 


34.410 
34,420 
32,940 
32,010 
32, 540 
32,620 


63,690 
64, 450 
63,080 
62,490 
63, 060 
63, 030 


561. 56 
561. 55 
561. 64 
561. 64 
S6i. 65 
561.67 


426-9 
427-8 


426.2 
426.3 


365 
266 
267 
268 
269 
270 


loB 
loB 
iB 
iB 
14B 
14B 


9,318 
9.318 
9,228 
9,149 
9,171 
9.04s 


. 146 
-145 
. 146 
-146 
.145 




428.3 
428.3 


426. 4 
426.4 










Weig 


hted mean. . . 
July 14 


10. 40-11, 10 

11. 10-12.00 
13- 40-14. 10 
14. 10-14. 40 
14. 40-15- 20 
15. 10-15.40 


9 


89 


30. 140 


9 


92 


33.160 


63,300 


561.62 


427.8 


426.3 






9,205 


-1454 








37 


8 


S3 
84 
90 
90 
90 
90 


26. 560 
26,680 
27, 290 
27,080 
27,020 
26,970 


10 


94 
94 
93 
94 
94 
. 94 


37, 160 
37,330 
36, 870 
37, 240 
37,550 
37,830 


63, 720 
64,010 
64, 160 
64, 320 
64.570 
64, 800 


561.61 
561. 61 
561. 63 
561. 61 
561.63 
561.60 


426.4 
426.4 
426.8 


426. I 
426.0 
426.3 


259 
260 
261 
262 
263 
264 


iB 
iB 
14B 
14B 
15B 
isB 


9,144 
9,o6S 
9>05S 
9,058 
9,093 
9,246 


-143 
.142 
-141 




426.8 


426.3 


-141 










Weig 


hted mean . . 

July IS 


10.50-11. 20 
II. lo-ii. 50 


8 


S8 


26,930 


10 


94 


37,330 


64. 260 


561. 62 


426. 6 


426.2 






9, III 


. 1418 


38A 


' ' 


1 88 
1 87 


24, 100 
24,020 


II 


9i 
92 


40, 160 
40,510 


64, 260 
64, 530 


561.68 
561.67 


426.4 


426.4 


271 
272 


isB 
15B 


8. 911 
9,020 


•139 










Weig 


ited mean . . 


7 


88 


24.060 


II 


92 


40. 340 


64,400 


561.68 


426.4 


426.4 






8,966 






July 15 


13. 10-13.40 
13* 40-14. 10 
14. 10-14. 40 

14. 50-15. 20 


-1392 













38B 


7 


88 
90 
90 
91 


24,420 
24, 240 
24,300 
24, 440 


II 


100 
100 
100 
100 


43,070 
43,000 
43,000 
43.060 


67,490 
67, 240 
67,300 
67. 500 


561.69 
561. 70 
561. 71 
561. 67 






273 
274 
275 
276 


loB 
loB 
14B 
iB 


9,190 
9,063 
9.249 
9.299 


-136 
•135 
-137 
.138 




426. 6 


428.6 




426.6 


428.8 


Weig 


ited mean . . 




7 


90 


24,360 


II 


100 


43.030 


67,39° 


561. 69 


426.6 


428.7 






9.22s 






July 17 


13. 10-13.40 
13- 30-14. 10 
14. 10-14. 50 
14. 40-15- 20 
^5' 30-16. 00 
16. 00-16. 30 


•1369 


39 


s 


82 
88 
91 
91 
90 
90 


27, 760 
28, 630 
28, 770 
28, 680 

28, 750 
28, 760 


9 


100 
100 
100 
100 
100 
100 


35,760 
36,240 
36,250 
36,250 
36,270 
36, 440 


63, 520 

64, S70 
65,020 
64,930 
6s, 020 

65, 200 


561. 72 
561. 72 
561. 73 
561. 75 
561. 75 
561. 76 






293 
294 
295 
296 
297 
298 


loB 
loB 
14B 
14B 
15B 
15B 


8,890 
,8,,S77 
8,827 
8,842 
8,858 
8,981 


.140 
•137 
.136 
-136 
-136 
-138 




427.4 


426. 5 




427.4 


426.5 




427.4 


426. s 


Weigl 


ted mean . . 




8 


89 


28, s6o 


9 


100 


36,200 


64. 760 


561. 74 


427.4 


426.5 . 

431-8 
431.8 
431.3 
431-8 






8,879 

9,644 
9,713 
9,693 
9,744 






July 17 




-1371 




287 
288 
289 
290 


isB 

iB 

14B 

loB 


40 


8. 30- 9. 00 
9. 00- 9. 30 
9. 30-10. 00 
10. 00-10. 30 


8 


93 
96 
9S 
95 


27.300 
27, 700 
27,910 
27,910 


II 


100 
100 
100 
100 


41,480 
41,500 
41,420 
41,480 


68, 7S0 
69, 200 
69,330 
69.390 


561.51 
561.51 
561.51 
561. SI 


430.0 
430.0 
430.0 
430.0 


-140 
- 141 
. 140 
. 140 


Weigt 


ted mean 




8 






II 


100 


41.470 


69.170 


561.51 


430.0 


431-8 . 






9,698 










. 1402 


1 1 













170 



PRESERVATION OF NIAGARA FALLS. 
Table 7. — Relation between water consumed and power developed — Continued. 





Date. 


Time of day. 


Power house No. i. 


Power house No. 2. 


Total 
output 
in kilo- 
watts. 


Water-surface elevation. 


Num- 
ber of 

dis- 
charge. 


Meter. 


Water 
con- 
sumed. 




Test 
No. 


Units. 


Mean 
gate. 


Output 
in kilo- 
watts. 


Units 


Mean 
gate. 


Output 
in kilo- 
watts. 


Section 
No. 2. 


Wheel 
pit 

No. I. 


Wheel 
pit 

No. 2. 


per 
kUo- 
watt. 


a 


b 


c 


d 


e 


f 


g 


h 


i 


k 


1 


m 


n 





P 


q 


r 


41 


1909. 
Jtily iS 


7. 20- 8.00 

7. so- S. 20 

8. 20- 9. 00 

8. 50- 9. 20 

9. 20-10. 00 
9. 50-10. 20 








II 


85 
86 
88 
88 
87 
I 87 


44,240 
44,520 
44.870 

45. 140 
45.450 
44.960 


44.240 
44.520 
44.S70 
45. 140 

45.45° 
44.960 


562.42 
S62. 45 
562.47 
562. 49 
562. S2 
S62. 56 


408.3 
407-5 
407.5 
407.6 
407.7 
407.7 


411. 2 
411. 
410.9 
410.9 
410.9 
410. 


299 
300 
301 
302 
303 
304 


14B 
14B 
15B 
isB 
iB 
iB 


4.940 

5. no 

5.131 
5.214 
5.183 
S.I75 


0. Ill 
-IIS 








.116 
























Weig 


hted mean . . 








II 


87 


44.S60 


44.860 


562. 49 


407.7 


410.8 






S.I26 


• II43 




July 31 


II. 20-11. so 
13. 10-13. 50 
13' 50-14* 20 
14. 20-14. 50 












42 


7 


76 
72 
73 
73 


22,420 
22,800 
21,370 
21,340 


9 


76 
1 78 

77 
I 78 


32,160 
32.690 
31,640 
32,680 


54.580 
55. 490 
S3. 010 
54. 020 


561. 76 
S6i. 75 
561. 76 
561. 75 




421.3 


30s 
306 
307 
308 


iB 
14B 
14B 
ISB 


8.09s 
7.863 
7.82s 
7.831 


.148 
.142 
.148 

•I4S 




422.3 


42 1. 
421.8 


WeiR 


hted mean 


7 


74 


21,950 


9 


77 


32,330 


S4, 280 


561. 76 


422.3 


421.4 






7.923 


. 1460 




July 31 


15. 10-15.40 

15. 40-16. 10 

16. 10-16. 30 
16.30-17.00 






43 


S 


71 
70 
70 
70 


231420 
22, 7S0 
22,530 
22.720 


S 


84 

82 

83 

[ 84 


29,660 
28, 740 
28,710 
29,270 


53.080 
51.520 
SI. 240 
51,990 


561. 75 
561. 75 
561. 76 
S6i. 75 


422.6 

422. 2 
422. 2 
423-3 


421.6 


309 
310 
311 
312 


15B 
15B 
loB 
loB 


7.937 
7. 910 
8,084 
8,071 


- 149 
-154 
-158 
■I5S 


Weig 


hted mean 


8 


70 ] 2=,86o 


8 


83 


29, 100 


51.960 


561. 75 422. 6 


421.6 






8,000 


.1540 




Aug. 2 


8. 50- 9. 20 
9. 10- 9. so 

9. 50-10. 30 
10.20-11.00 






44 


S 


f So 
7S 
74 

I 73 


26,590 
25.880 
24,030 
24,160 


9 


72 
71 
70 
70 


27,810 
27,950 
27,590 
26,420 


54.400 
53.830 
51.620 

SO. 5S0 


561-37 
561. 38 
561.42 
561.44 


421.6 
421.6 


423-0 


313 
314 
315 
316 


loB 
loB 
iB 
iB 


8,304 
8,368 
8,09s 
8,211 


•153 
-15s 
•157 
. i6z 
















Weig 


hted meau 


8 


76 


25.170 


9 


71 


27,440 


52,610 


S6i. 40 


421.6 


423-0 






8,244 


-1567 




Aug. 2 


II. 40-12. 00 
13. 20-13. 50 

13- 50-14* 20 

14- 20-14. 50 






45 


7 


78 
78 

So 


23,020 
23,320 
23,260 
23.380 


10 


[ 70 
68 
66 

[ 68 


30. 730 
29,100 
28, 920 
29,380 


53, 750 
S2,420 
52.1S0 
52.760 


S6i. 50 
561. 58 
S6l. 60 
561. 60 


423-3 




317 
31S 
319 

320 


iB 
iB 

14B 
14B 


8,154 
8,007 
7.768 
7.919 


.153 
-153 
-149 
.ISO 










422.4 


421.7 


Weig 


hted mean , 


7 


79 


23.250 


10 


68 


29.530 


S3, 7S0 


S6I.S7 


422. 8 


421. 7 






7.962 


•IS09 




Aug. 2 


IS- 50-16. 20 
16. 20-16. 50 
16. 50-17-30 
17-30-1S.00 






46 


7 


78 
79 
77 
76 


22,360 
22,490 
22,490 
22,060 


II 


60 
59 
61 
60 


27.920 
27.700 
27,900 
27,180 


50,280 
50, 190 

50.390 

49. 240 


561. 56 
561. 55 
561. 52 
S6l. S2 






321 
322 
323 
324 


14B 
14B 
ISB 
15B 


7. 743 
7.704 
7.896 
7,842 


•154 
•154 
•157 
•159 




422. 
422.4 


421.9 








WeiB 


hted mean 


7 


78 


22,350 


II 


60 


27,670 


SO. 020 


S6i- 54 


422. 2 


421.9 






7. 796 


•I5S9 




Aug. 3 

hted mean.... 


S. 20- 8. so 
8. 40- 9. 10 
9. 10- 9. so 
9- 50-10. 20 






47 


6 


76 
75 

75 
73 


19.430 
19. 040 
iS, 740 
18,820 


II 


74 
75 
69 
69 


35,420 
34. 7S0 
32, 930 
33.460 


54. 850 
53.S20 
51,670 
52,280 








325 
326 
327 
328 


loB 
loB 
iB 
iB 


8,147 
8,024 
7.835 
7.773 


• 149 

• 149 
.151 
•149 




S6i. 67 
561.67 
S6i. 71 


419.8 
419. 1 
419.0 


421.5 


Weig 


6 


75 


19,010 


II 


72 


34, 150 


53.160 


s6i. 70I 
561. 69J 


419-3 


421.5 






7.945 


• 1495 




Aug.3 


10. 50-11. 30 

11. 20-11. 50 
13.00-13.30 
13- 3<^X4- 20 






4S 


8 


6s 
6S 
66 
67 


20.450 
20,220 
20, 740 
20, 730 


II 


60 

59 
58 
59 


26, 650 
26,200 
26, 290 
26,900 


47. 100 
46,420 
47.030 
47, 630 


561. 65 
561. 63 
561. 59 
561. 60 






329 

330 
331 
332 


iB 
iB 

14B 
14B 


8,168 
8,124 
8,314 
8,282 


•173 
■175 




420.7 


422. 6 


















Weip 


ited mean 1 


8 


66 


20, 540 


II 


59 


26,510 


47.040 




422.6 






8,222 


• 1748 




Aug.3 


15. 00-is- 30 
15- 20-15. SO 

16. 00-16. 40 
16.30-17-00 




^ 






49 


8 


68 
68 
66 
67 


20, 640 
20, 460 
20,610 
20, 780 


10 


66 
67 
64 
64 


27, 240 
27, 280 
27,210 
26, 790 


47, S80 
47, 740 
47. S20 
47.570 


561.61 
561. 63 
S6i. 63 
561. 64 


420. S 


422.6 


333 
334 
335 
336 


iB 

iB 

14B 

14B 


8,190 
8, 223 
8, 109 
8, 104 


• 171 

• 172 








• 170 
















Weig 


itedmean 


8 


67 


20, 620 10 1 


65 27. no 1 


47.760 


561. 63 


420. s 


422.6 






8. 156 


. 1-08 


' 




1 




1 









PRESERVATION OF NIAGARA FALLS. 
Table 8. — Summary of results. 



171 



Number. 



Ref- 
er- 
ence. 



Test. 



Power house No. i. 



Units. 



Mean 
gate. 



Head. 



Out- 
put 
(kilo- 
watts). 



Kilo- 
watts 
per 
unit. 



Power house No. 2. 



Mean 
gate 



Head. 



Out- 
put 
(kilo- 
watts). 



Kilo- 
watts 
per 
unit. 



Power houses Nos. i and 2. 



Units, 



Output. 



Kilo- 
watts. 



Horse- 
power. 



Water 
con- 
sumed. 



Water 
per 
kilo- 
watt. 



Ar 
Bt 
B2 
B3 
B4 
Bs 
B6 
B7 
B8 
Ci 
C2 
C3 
C4 
Cs 
C6 
C7 
C8 
C9 
Ci 
Cii 

CJ2 

C13 

C14 

Di 

D2 

D3 

D4 

D5 

D6 

D7 

D8 

Dg 

Dio 

Dii 

D12 

D13 

D14 

Dis 

Ei 

E2 

E3 

E4 

Es 

E6 

E7 

E8 

Eg 

Fi 

F3 
E4 
Fs 
Gi 



22A 
22B 

43 
10 
9 

47 
26 
29 
30 
35 
45 
15B 
16 
25 
28 
34 
44 
31 
27 
39 
46 
38A 
38B 
49 
37 
20 
21A 
21B 
36 
48 
40 
14 
19 
isA 
18 



1909 

July 18 

June 9 . . . . 
June 3 . . . . 
June 8 . . . . 
Jime 2 . . . . 
June 7 . . . . 
Jime I . . . . 
June 5 . . . . 

May 29 

July 7 

June 15 . , . 
June 29.. . 

July 6 

June 14 . . . 
Jime 1S-19. 
Jime 28 . , . 
July 31.... 
June 12... 

July 7 

do.,.. 

July 31.... 



June II . , . 
June 10 . . . 

Aug. 3 

June 30 . . . 

July 2 

do.. .. 

July 15-16. 
Aug. 2 



June 16 . . . 
June 17-18. 
June 29 . . . 

July I 

July 16 

Aug. 2 . . . . 

Julys 

June 30-3 1. 

July 17 

Aug. 2 . . . . 

July IS 

....do.. .. 
Aug. 3 . . . . 
July 14. . . . 
June 22 . . . 
Jime 23 . . . 

do.... 

July 14-15. 
Aug. 3 . . . . 

July 17 

June 16 . . . 
June 21 . . . 
June 16 . . . 
June 19-21. 



136 
13S 
136 
136 
136 
136 
136 
136 
136 
136 
136 
135 
13s 
135 
134 
134 
134 
134 
134 
134 
131 
132 
136 
135 
134 
133 
134 
134 
135 
135 
134 
133 
133 
134 
133 
132 
132 
134 
132 
132 
134 
132 

132 
132 
131 

I3S 

130 
132 
132 
132 
133 



13,860 

I5>050 
15.390 
18,130 
19,830 
20,810 
23, 130 
24,950 
17,030 
17, 240 
17,260 
20,060 
18,970 
21,350 
20, 7go 
21,950 
22,630 
22,010 
21,880 
22,860 
26,320 
30, 480 
19,010 
19,930 
18, 130 
18,440 
20, 730 
23,250 
17,660 
20,230 
20,430 
23,700 
24, 290 
25,170 
24,550 
25, 140 
28,560 
22,350 
24,060 
24,360 
20, 620 
26,930 
27, 150 
27, 140 
26, 560 
30, 140 
20, 540 
27, 700 
16, 890 
27,680 
21,280 
27,320 



3,465 

3,010 

3,078 

3,022 

3,30s 

2,973 

3,304 

3, 120 

3,406 

3,448 

3,452 

3,344 

3,162 

3,5SS 

3,465 

3,136 

3,233 

3,144 

3,126 

2,85s 

3,290 

3,387 

3,168 

3,322 

3,022 

3,073 

3,455 

3,322 

2,523 

2,890 

2,919 

3,386 

3,470 

3,146 

3,069 

3,142 

3,570 

3,193 

3,437 

3,480 

2,770 

3,366 

3,0x7 

3,016 

2,951 

3,349 

2,568 

3,462 

1,877 

3,076 

2,364 

3,036 



87 
87 
73 
89 
6s 
86 
75 
87 
72 
71 
78 

100 
72 
88 
82 

100 
77 
89 
88 

100 



76 
8S 
100 
100 
68 
86 
84 
84 
86 
100 
71 



100 
60 
92 

100 
65 
94 
75 
91 
95 
92 
59 

100 
92 
66 
92 
52 



152 
144 
145 
143 
145 
143 
144 
143 
144 

143 
143 
140 
142 
140 
141 
139 
140 
141 
140 
140 
140 
140 
140 
140 
139 
139 
139 
136 

138 
139 
139 
137 
136 
138 
139 
136 
135 
140 
135 
133 
139 
135 
137 
135 
134 
135 
139 
130 
134 
135 
133 
137 



44,860 
41,970 
33,410 
38,750 
29,680 
33, 780 
27,640 
30, 460 
23, 180 

35,220 

38,450 

45, 280 
32, 260 
38,110 
37,000 
40,980 
32,330 
33,600 
34, 960 
37,370 
29, 100 
30,170 
25,760 
34,150 
37,240 
41,200 
44,330 
44,130 
29,530 
36,870 
36,670 
36,720 
37,oSo 
40,020 
27,440 
32,150 
34,960 
36,200 
27,670 
40, 340 
43,030 
27,130 
37,330 
28,920 
33,390 
35,010 
33,160 
26,510 
41,470 
37,010 
27,150 
36,810 
22, 150 



4,078 

3,81s 

3,341 

3,875 

3,298 

3,753 

3,45S 

3,808 

3,312 

3,202 

3,495 

4, 116 

3,2f6 

3,811 

3,700 

4,098 

3,592 

3,733 

3,884 

4>iS2 

3,638 

3,771 

3,680 

3,10s 

3,38s 

3,745 

4,433 

4,012 

2,953 

3,687 

3,667 

3,672 

3,708 

4,002 

3,049 

3>S72 

3,884 

4,022 

2,515 

3,667 

3,912 

2,713 

3,733 

3,213 

3,710 

3,890 

3,684 

2,410 

3,770 

3,701 

2,715 

3,681 

2,014 



IS 
IS 
IS 

15 

IS 
IS 

15 
15 
16 
16 
16 
16 
16 
16 
16 
16 
16 
16 
16 
16 

j6 
16 
17 
17 
17 
17 
17 
17 
17 
17 
17 
17 
17 
17 
17 
17 
17 
18 
18 
18 
18 
18 
18 
18 
18 
18 
19 
19 
19 
19 
19 



44,S6o 

55,830 

48, 460 

S4. 140 

47,810 

S3, 610 

48,450 

53,590 

48, 100 

52,250 

55,690 

62, 540 

52,320 

57,090 

58,350 

61,770 

54, 280 

56, 230 

56,970 

59,250 

51,960 

56, 49° 

56, 240 

53,160 

57,170 

59,330 

62, 770 

64, 860 

52,780 

54, 530 

56,900 

57,150 

60, 780 

64,310 

52,610 

56,700 

60, 100 

64,760 

50,020 

64,400 

67,390 

47,760 

64, 260 

56,070 

60, 530 

61,570 

63,300 

47,040 

69, 170 

53,900 

54,830 

58,100 

49,470 



60, 100 

74,800 

65,000 

72,600 

64, 100 

71,900 

65,000 

71,800 

64, 500 

70, 100 

74,600 

83,800 

70, 100 

76,500 

78, 200 

82,800 

72,800 

75,400 

76,400 

79,400 

69,700 

7S, 700 

75,400 

71,300 

76,600 

79,500 

84,200 

87.000 

70,800 

73,100 

76,300 

76,600 

81, 500 

86,200 

70,500 

76,000 

80,600 

86,800 

67, 100 

86,300 

90,300 

64,000 

86, 100 

75, 200 

81,100 

82,500 

84,900 

63, 100 

92,700 

72,300 

73,500 

77,900 

66,300 



5,126 
7,264 
6,882 
7,312 
7,030 
7,354 
7,263 
7,482 
7,257 
7,320 
7,534 
7, 743 
7,471 
7,732 
7.710 
7,945 
7,923 
7,920 
7, 716 
8,040 
8,000 
8,100 
8, 19s 
7,945 
8,008 
8,106 
8,405 
8,695 
7,962 
7,958 
8,080 
8,324 
8,489 
8,741 
8,244 
8,194 
8,421 
8,879 
7,796 
8,966 
9,225 

8,156 

9,111 
8,698 
8,869 
8,966 
9,»05 
8,222 
9,698 
8,892 
8,776 
9,052 
8. 299 



o. 1143 
.1301 
. 1420 
•1351 
.1470 
.1372 
■1499 
•1396 
•1509 
. 1401 
•1353 
.1238 
.1428 
■1354 
• 1321 
.1286 
. 1460 
.1409 
•13S4 
•1357 
.1540 
.1434 
■1457 
•149s 
.1401 
.1366 
•1339 
-1341 
•1509 
. 1460 
. 1420 
•1457 
•1397 
•1359 
■1567 
•144s 
. 1401 
•1371 
■1559 
•1392 
.1369 
.1708 
.141S 
•1551 
.1465 
■1456 
-1454 
.1748 
. 1402 
.1650 
. 1601 
•1558 
.1678 



172 



PRESERVATION OF NIAGARA FAIvLS. 

Table 9. — Water consumption for each power house. 









Power house No. 


I. 






Power house No 


2. 




Total water. ■ 


No. 








Corre- 












Corre- 














Valve. 


Coeffi- 
cient. 


Head. 


spond- 
ing 
coeffi- 


Kilo- 
watt. 


Water. 


Valve. 


Coeffi- 
cient. 


Head. 


spond- 

ine 
coeffi- 


Kilo- 
watt. 


Water. 


Com- 
puted. 


Ob- 
served. 


Differ- 
ence. 


Per 
cent.* 










cient. 












cient. 














I 


78 


1,706 


136 


1,706 


24,950 


4,260 


72 


1,330 


144 


1.292 


23,180 


2.995 


7.255 


7.257 


— 2 


0.0 


2 


76 


1,740 


136 


1,740 


20, Sio 


3,620 


75 


1,305 


144 


1,269 


27,640 


3.515 


7.140 


7.263 


-123 


1-7 


3 


75 


I, 760 


136 


I, 760 


18,130 


3.190 


65 


1,400 


14s 


1.352 


29, 680 


4,010 


7,200 


7.030 


-t-170 


2.4 


4 


76 


1,740 


136 


1,740 


15,050 


2,620 


73 


1,320 


145 


1.273 


33.410 


4,260 


6,880 


6,882 


— 2 


■ 


5 


86 


1,590 


136 


1,590 


23.130 


3,680 


87 


1,22a 


143 


1,197 


30, 460 


3.650 


7.330 


7.482 


-152 


2.0 


6 


88 


i,s68 


136 


1,568 


19,830 


3. 115 


86 


1,228 


143 


1,202 


33. 7S0 


4,060 


7. 175 


7.354 


-179 


2.4 


7 


80 


1,675 


136 


1,675 


15,390 


2,580 


89 


1,212 


143 


1,188 


38,750 


4,600 


7,180 


7,312 


-132 


I. 8 


8 


84 


i,6iS 


136 


1,618 


13,860 


2.245 


87 


1,222 


144 


1,188 


41,970 


4.990 


7,235 


7.264 


— 29 


•4 


9 


84 


1,618 


132 


1,668 


30, 480 


S.oSs 


86 


1,228 


140 


1,228 


25.760 


3.16s 


8,250 


8.195 


+ 55 


■7 


10 


82 


1,645 


131 


1,708 


26,320 


4.490 


88 


1,218 


140 


1,218 


30, 170 


3,670 


8,160 


8.100 


-t- 60 


•7 


II 


78 


I. 70S 


134 


1,732 


22,630 


3.925 


89 


1,212 


141 


1.203 


33.600 


4.050 


7.975 


7.920 


+ 55 


•7 


12 


80 


1,675 


135 


1,687 


18,970 


3.200 


88 


I,2lS 


140 


I, 218 


38,110 


4.64s 


7.845 


7.732 


-t-113 


I- 5 


13 


8S 


1,602 


136 


1,602 


17.240 


= ,765 


78 


1,280 


143 


1.252 


38,450 


4,820 


7.58s 


7.584 


4- I 


.0 


14 


54 


2, 430 


132 


2,505 


16, 890 


4.240 


92 


1,198 


134 


1,251 


37,010 


4.640 


8,880 


8,892 


— 12 


. I 


ISA 


66 


2,005 


132 


2,065 


21,280 


4.400 


92 


1,198 


133 


1,262 


36, 810 


4.650 


9.050 


9,052 


— 2 


.0 


IS 


68 


1,934 


I3S 


1,949 


17,660 


3.440 


86 


1,228 


138 


1,246 


36, 870 


4,600 


8,040 


7.958 


+ 82 


1.0 


16 


76 


1,740 


135 


1,753 


20, 230 


3.550 


84 


1,240 


139 


1,249 


36,670 


4.585 


8,13s 


8,080 


+ 55 


-7 


17 


90 


1,550 


135 


1,562 


21.350 


3,335 


82 


1.254 


141 


1.246 


37.000 


4,620 


7,955 


7.710 


+ 245 


3-2 


18 


77 


1,722 


133 


1,762 


27.320 


4,810 


52 


1,560 


137 


1.595 


22, 150 


3,535 


8,345 


8.299 


-f 46 


.6 


19 


83 


1,630 


132 


1,680 


27,680 


4.650 


66 


1,390 


135 


1,441 


27,150 


3.920 


8,S7o 


8.776 


-206 


2.4 


20 


79 


1,690 


133 


1,728 


27, 150 


4,700 


75 


1,305 


137 


1.335 


28,920 


3,S6o 


8,560 


8,698 


-138 


1.6 


21A 


80 


1,675 


132 


1,724 


27.140 


4,680 


91 


1, 202 


135 


1.246 


33,390 


4,160 


8,840 


8,869 


- 29 


•3 


21B 


So 


1,675 


132 


1,724 


26,560 


4,580 


95 


1.183 


134 


1,236 


35.010 


4.325 


8.90s 


8,966 


- 61 


•7 


22A 


84 


1,618 


134 


1,642 


22.010 


3,620 


88 


1,218 


140 


I, 218 


34.960 


4.25s 


7. 875 


7,716 


+ 159 


2.1 


22B 


84 


1,618 


134 


1,642 


21.8S0 


3,600 


100 


1, 162 


140 


1.162 


37,370 


4.345 


7.945 


8,040 


- 95 


1.2 


23 


90 


I,S50 


134 


1,573 


20, 790 


3,270 


100 


1,162 


139 


1,1/1 


40, 980 


4,800 


8,070 


7.945 


-I-125 


1.6 


24 


89 


1,558 


136 


1,55s 


17,260 


2,690 


100 


1, 162 


140 


1,162 


45.280 


5,260 


7.9SO 


7,743 


-1-207 


2.7 


25 


76 


1,740 


134 


1,765 


20,430 


3,610 


84 


1.240 


139 


1,249 


36, 720 


4.590 


8,200 


8,324 


-124 


l-S 


26 


84 


1,618 


13s 


1.630 


19.930 


3,250 


76 


1,298 


139 


1,308 


37.240 


4,870 


8,120 


8, 008 


-t-112 


1.4 


27 


82 


1,64s 


132 


1,695 


25.140 


4,260 


94 


1,188 


136 


1,223 


34,960 


4,280 


8,540 


8,421 


-f 119 


1.4 


28 


88 


1,568 


133 


1,604 


23,700 


3,800 


86 


1,228 


137 


1,254 


37,080 


4.655 


S.45S 


8,489 


— 34 


•4 


29 


81 


1,660 


134 


1,683 


18, 130 


3,050 


85 


1,234 


139 


1.243 


41, 200 


S.130 


8.180 


8,106 


+ 74 


• 9 


30 


82 


1,64s 


133 


1,682 


lS,440 


3,100 


100 


1,162 


139 


1, 170 


44.330 


S.I9S 


8,295 


8. 405 


— no 


1-3 


31 


82 


1,64s 


133 


1,682 


24.550 


4, 130 


84 


1,240 


139 


1.249 


32,150 


4,010 


8,140 


8. 194 


— 54 


•7 


32 


82 


1,645 


13s 


1,658 


20,060 


3,325 


72 


1.330 


142 


1,312 


32,260 


4.240 


7,565 


7,471 


+ 94 


1-3 


33 


83 


1,630 


136 


1.630 


17.030 


2,780 


71 


1.340 


143 


1. 312 


35,220 


4.625 


7.40s 


7.320 


+ 85 


1.2 


34 


86 


1,590 


133 


1,626 


24. 290 


3,955 


100 


1,162 


136 


1. 197 


40, 020 


4,790 


8.745 


8.741 


+ 4 


.0 


35 


86 


1,590 


134 


1,613 


20, 730 


3,342 


100 


1,162 


136 


1. 197 


44.130 


5,280 


8,622 


8.695 


- 73 


.8 


36 


89 


1,558 


131 


1,616 


30,140 


4,870 


92 


1,198 


13 s 


1.243 


33,160 


4.125 


8.995 


9.20s 


— 210 


2-3 


37 


88 


1,568 


132 


1,616 


26, 930 


4.350 


94 


1,188 


135 


1.232 


37.330 


4, 60s 


8.9SS 


9. Ill 


-156 


1-7 


38A 


83 


1,568 


132 


1,616 


24, 060 


3,885 


92 


1,198 


135 


1.243 


40, 340 


5. 025 


8,910 


8,966 


- 56 


.6 


3SB 


90 


1,550 


132 


1,597 


24,360 


3,885 


100 


1, 162 


133 


1.223 


43.030 


5.26s 


9.150 


9,225 


- 75 


.S 


39 


89 


1,558 


132 


1,605 


28, 560 


4.5S0 


100 


1, 162 


13s 


1, 206 


36,200 


4,360 


8,940 


8,879 


-1- 6l 


•7 


40 


95 


1,520 


130 


1,590 


27.700 


4,400 


100 


1,162 


130 


1,252 


41,470 


S.200 


9,600 


9,698 


- 98 


I.O 


41 
42 






136 
134 








87 

77 


1,222 
1,290 


152 
140 


1,127 
1,290 


44,860 
32,330 


5.060 
4,170 


S,o6o 
8,140 


5,126 
7.923 


- 66 
-1-217 


1-3 


74 


1,780 


1,807 


21,950 


3,970 


2.7 


43 


70 


1,872 


134 


1,900 


22,860 


4.350 


83 


1,247 


140 


1,247 


29. 100 


3.63s 


7.985 


8,000 


— IS 


.3 


44 


76 


1,740 


134 


1,766 


25, 170 


4.445 


71 


1,340 


138 


1,360 


27.440 


3,735 


8.T80 


8,244 


- 64 


.8 


45 


79 


1,690 


134 


1,715 


23,250 


3,990 


68 


1,369 


140 


1.369 


29. 530 


4, 050 


8,040 


7,962 


+ 78 


x.o 


46 


78 


I, 706 


134 


1,732 


22,350 


3,875 


60 


1,459 


140 


1.459 


27,670 


4,040 


7.91S 


7,796 


+ 119 


i-S 


47 


75 


1,760 


136 


1,760 


19,010 


3.345 


72 


1,330 


140 


1.330 


34. 150 


4.S45 


7.890 


7.945 


— 55 


•7 


48 


66 


2,00s 


135 


2,022 


20, 540 


4,160 


S9 


1,470 


139 


1. 481 


26,510 


3.930 


8,090 


8,222 


-132 


1.6 


49 


67 


1.970 


134 


1.995 


20,620 


4.140 


6S 


1,400 


139 


1,410 


27.130 


3.825 


7,96s 


8,156 


— 191 


2-1 



' Mean error, i.iS per cent. 



PRESERVATION OF NIAGARA FALI.S. 
Table io. — Recommendation for permit. 



^i: 



Units 


in operation. 


Pennissible output. 


Valve in No. I no less than 50 
per cent. 


Valve in No. I no less than 7 s 
per cent. 


Total. 


No. 1. 


No. 2. 


Kilowatts. 


Approximate 
horsepower. 


Kilowatts. 


Approximate 
horsepower. 


IS 


4 


II 


Unlimited. 


Unlimited. 


Unlimited. 


Unlimited. 


15 


S 


10 


Unlimited. 


Unlimited. 


Unlimited. 


Unlimited. 


IS 


6 


9 


Unlimited. 


Unlimited. 


Unlimited. 


Unlimited. 


IS 


7 


8 


Unlimited. 


Unlimited. 


Unlimited. 


Unlimited. 


IS 


8 


7 


Unlimited. 


Unlimited. 


Unlimited. 


Unlimited. 


16 


S 


II 


60, 400 


80,900 


60, 400 


80,900 


16 


6 


10 


58,600 


78, 500 


58.600 


78,500 


16 


7 


9 


56,900 


76, 200 


56, 900 


76,200 


16 


8 


8 


5S, 100 


73,800 


55,300 


74, 100 


16 


9 


7 


52,600 


70. 500 


53,600 


71,800 


17 


6 


II 


5S, =oo 


74,000 


55,200 


74.000 


17 


7 


10 


53,400 


71 . 600 


53,400 


71,600 


17 


8 


9 


52, 100 


69.800 


52. 100 


69.800 


17 


9 


8 


49, 600 


66, 500 


50, 600 


67,300 


iS 


7 


II 


49,900 


66, 900 


51,500 


09, 000 


IS 


8 


10 


48, 200 


64,600 


50, 200 


67,300 


18 


9 


9 


46, 100 


oi.Soo 


49 000 


65, 700 


19 


S 


II 


45,400 


60,800 


49,000 


65,700 


19 

Op 


9 

;ratioi 


10 
1 not 


44,000 


59. 000 


48, 100 


64,500 




■ 






lin 


lited . . . 




40,000 






53,600 











NoTB.— This schedule is based on 7,87s cubic feet per second ol water available in plant of Niaeara Falls Power Co. and 725 cubic feet per 
second in the plant of the International Paper Co. Two per cent has been added to quantities as computed by curves. 



o 



7821° — S. Doc. 105, 62-1 15 



l::: 



lO 



